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HomeMy WebLinkAboutX2021-1848 - Soils (2)COAST GEOTECHNICAL, INC. 1200 West Commonwealth, Fullerton, CA 92833 • Ph: (714) 870-1211 • Fax: (714)870-1222 - email: coastgeotec@sbcglobal.net December 13, 2021 W. 0. 56551M5 Mr. Ricardo Banos 4802 Corsica Drive Cypress, CA 90630 Subject: Final Soils Report for 2892 Walker Lee Drive, Rossmoor Area, County of Orange, California, GRD19-0126 Dear Mr. Banos: In accordance with your request, this final soils report has been prepared to address geotechnical observations and testing performed since completion of rough grading. This report addresses the requirements of the County of Orange. The work observed and tested was done in compliance with the Grading Ordinance of the County of Orange and in accordance with the approved geotechnical reports. The site is geotechnically approved for its intended use. POOL BACKFELL Prior to the foundations being observed an existing swimming pool shell was removed and backfrlled. The bottom of the excavation exposed competent earth materials. Subsequent fills were placed in six to eight inch loose lifts, mixed with Portland cement, and compacted to a minimum of 90% relative compaction. This process was followed to finish grade. FOUNDATION EXCAVATIONS FOR RESIDENCE Foundation excavations for the proposed residence were observed on December 18, 2020 and found to be geotechnically acceptable at the time of our observations. The excavated bottoms were founded into competent compacted fill soils. INTERIOR SLAB SUBGRADE Probing and testing of the interior slabs on December 29, 2020 and April 5, 2021, showed acceptable geotechnical conditions for support of the proposed slabs. The test results for the slab subgrade indicated adequate moisture and compaction. INTERIOR AND EXTERIOR TRENCH BACKFILL Probing and testing of the interior plumbing trenches and exterior drain and sewer line trenches on December 29, 2020, showed acceptable geotechnical conditions for support of the proposed slab. POOL BOTTOM EXCAVATION The swimming pool bottom excavation was observed on October 8, 2021 and found to be geotechnically acceptable at the time of our observation. The excavated bottom was founded into competent compacted fill. COAST GEOTECHNICAL, INC. Mr. Ricardo Banos 2 W. O. 565518-05 Final Soils Renort December 13 2021 HARDSCAPE Observations and testing of the driveway, front entrance walkway, and patio slab subgrade areas on October 8, 2021, demonstrated acceptable compaction for support of the proposed driveway, entrance walkway, and hardscape. TESTING Maximum density optimum moisture relationship determinations were performed for each soil type encountered during grading operations. Test results were as follows: Laboratory Standard: (ASTM:D-1557) 4-inch dia. mold; 1l30 cu.ft.vol. vol.; 5 layer-25 blows per layer, 10 lb.hammer dropped 18 inches Soil ssicatioCla%dMmMax. DryDensrty, lbs%ft3 , h I Gray Brown Slightly Clayey Silt 12.0 112.0 Gray Brown Slightly Clayey II Silt mixed with Portland 12.0 112.0 Cement Compaction tests were performed a minimum of every two feet and/or 500 cubic yards of compacted fill soils placed. These tests were performed in accordance with ASTM:D-2922 (nuclear gauge) test method. The test results are summarized in Table 1. The approximate test locations are shown on Plate 1. Ij I ►1 It is the opinion of COAST GEOTECHNICAL, INC. that the summarized geotechnical conditions observed and approved by this office are in compliance with approved reports and codes. We appreciate this opportunity to be of service to you. Respectfully submitted: COAST GEOTECMQCAL, INC. Ming-Tamg Chen Aaron Martinez RCE 54011 ��QRkgFES p,, Staff Engineer E No. 54011 * Exp. 12/31/23 COAST GEOTECHNICAL, INC. Mr. Ricardo Banos 3 W. O. 565518-05 Final Soils Report December 13 2021 REFERENCES 1. Recommended Procedures for Implementation of DMG Special Publication 117, by Southern California Earthquake Center, University of Southern California, dated March 1999. 2. Guidelines for Evaluating and Mitigating Seismic Hazards in California, 2008, Special Publication I I7A, by the California Department Conservation. 3. Recent Advances in Soil Liquefaction Engineering, 266' Annual ASCE Los Angeles Geotechnical Spring Seminar, dated April 30, 2003. 4. U.S. Seismic Design Maps, USGS. 5. Seismic Hazard Evaluation of the Los Alamitos 7.5-Minute Quadrangle, Los Angeles and Orange Counties, California, 1998, by Department of Conservation. 6. State of California Seismic Hazard Zones Map, Los Alamitos Quadrangle, Released March 25, 1999. 7. Geotechnical Engineering Investigation of Proposed New Residence at 2892 Walker Lee Drive, Rossmoor Area, County of Orange, California; by COAST GEOTECHNICAL, INC., W.O. 565518-01, dated January 17, 2019. 8. Response to Plan Check Comments, Proposed New Residence at 2892 Walker Lee Drive, Rossmoor Area, County of Orange, California; by COAST GEOTECHNICAL, INC., W.O. 565518-02, dated June 12, 2020. 9. Pool/Spa Recommendations, Proposed New Residence at 2892 Walker Lee Drive, Rossmoor Area, County of Orange, California; by COAST GEOTECHNICAL, INC., W.O. 565518-04, October 27, 2020-03, dated October 27, 2020. 10. Rough Grade Compaction Report for 2892 Walker Lee Drive, Rossmoor, County of Orange, California; by COAST GEOTECHNICAL, INC., W.O.565518-04, dated November 8, 2019. COAST GEOTECHNICAL, INC. Mr. Ricardo Banos 4 W. O. 565518-05 Final Soils Report December 13 2021 COMPACTION TEST RESULTS TABLE 1 Test Location Below' Moisture Dry t Soil Relative No. pro osed Content Weight Type Compaction Date ' Grade`(ft) % (lbs%ft') 1 Pool Backfill 8.0-8.5 15.2 104.3 II 93.1 12/1/20 2 Pool Backfill 6.0-6.5 14.9 101.9 II 91.0 12/1/20 3 Pool Backfill 3.0-3.5 14.5 103.0 I 92.0 12/2/20 4 Pool Backfill 1.0-2.5 13.2 100.8 I 90.0 12/3/20 5 Pool Backfill F.G. 13.8 101.2 I 90.4 12/4/20 6 Interior Trench F.G. 15.1 101.7 I 90.8 12/29/20 7 Interior Trench F.G. 15.9 100.8 I 90.0 12/29/20 8 Interior Trench F.G. 15.5 101.4 I 90.5 12/29/20 9 Garage Slab F.G. 12.2 101.5 I 90.6 4/5/21 10 Driveway F.G. 12.3 103.2 I 92.1 10/8/21 11 Entry Walk F.G. 14.0 101.9 I 91.0 10/8/21 12 Patio Slab F.G. 13.2 100.8 I 90.0 10/8/21 F.G. --- finish grade 1-, : h COMPACTION TEST LOCATION PLAN WALKER -LEE DRIVE Scale: 1"=16' Sp 4612 07 .'.♦•�1 It 11 � � LLt TI st nF" M0 > L z fn,w � mac, �1� tl� tom'~+• � n f' "UI III J, Approximate Limits of Grading,', I t tl aI i t U 03 R rr 15 r c; F, ra^.Gv Approximatee Lunits off Abandoned Swimming - PoaPS�ckflll F. ate..: ' ell. Final Soils Report Work Order 565518-05 2892 Walker Lee Drive Rossmoor Area, County of Orange, California Plate No. 1 COAST GEOTECHNICAL, INC. COAST GEOTECHNICAL, INC. 1200 W. Commonwealth Avenue, Fullerton, CA 92833 Ph: (714 August 11, 2022 Mr. Ricardo Banos 2892 Walker Lee Drive Rossmoor, CA 90720 References: 870-1211 Fax: (714) 870-1222 E-mail: W.O.636222-03 Subject: Rough Grade Compaction Report, Proposed New Residence at 2328 Pacific Drive, Corona del Mar, California L Geotechnical Investigation for Proposed Residential Development Located at 2328 Pacific Drive, Corona del Mar, California; by EGA Consultants, Inc., Project No. SW219.1, dated November 11, 2019. 2. Geotechnical Investigation for Proposed Residential Development Located at 2328 Pacific Drive, Corona del Mar, California; by EGA Consultants, Inc., Project No. SW219.1, dated May 28, 2021. 3. Acceptance of Geotechnical Responsibility for 2328 Pacific Drive, Corona del M COASTaz, California; by GEOTECEmCAL, INC., W.O. 636222-01, dated April 15, 2022. 4. Survey Monitoring May Change to Weekly, Proposed New Residence at 2328 Pacific Drive, Corona del Mar, California; by COAST GEOTECHNICAL, INC., W.O. 636222-02, dated January 8, 2020. Dear Mr. Banos: Forwarded herewith is the rough grade compaction report for the subject site. SHORING The shoring and lagging operation was conducted between May 5, 2022 and August 5, 2022 for the basement area, utilizing the referenced geotechnical reports. Twenty-nine shoring piles were installed in accordance with plans and extended thirty to fifty-seven feet below existing grade with acceptable embedment. Five feet of additional lagging along the northern cut was installed due to over steepened conditions. The pile annulus and the void between the back of lagging and earth material was backfilled with cement slurry. PLACEMENT OF FILL The grading operation of the basement bottom was conducted from August 2, 2022 through August 5, 2022. Over -excavation of the basement pad extended about one to one and a half feet below the proposed mat slab foundation system and exposed competent bedrock material. The basement bottom was scarified, thoroughly mixed and compacted to a minimum of 90% relative compaction. Subsequent fill soils were placed in six to eight inch loose lifts, moisture conditioned as needed, and compacted to a minimum of 90% relative compaction. Limits of grading within the basement excavation is shown on the attached Plate 1. The basement excavation and laybacks are considered stable for temporary conditions. COAST GEOTECHNICAL, INC Mr. Ricardo Banos 2 W.O. 636222-03 Rough Grade Compaction Report Aunust 11 2022 Additional grading will be conducted upon completion of the basement walls. Grading will consist of backfill of the basement walls and minimal re -compaction of the at -grade hardscape areas. Equipment used for compacting the fill soils consisted of a Linkbelt 235X excavator and a Cat 259D rubber track loader. Earthwork was by Tim Greenleaf Engineering. TESTING Maximum density optimum moisture relationship determinations were performed for each soil type encountered during grading operations. Test results were as follows: Laboratory Standard: (ASTM:D-1557) 4-inch diameter mold; 1/30 ft3 volume; 5 layers at 25 blows per layer; 10 lb. hammer dropped 18 inches Soil Type Classification Optimum Moisture, % Max. Dry Density, lbs/ft3 1 Gray to Orange Brown Sandy Clayey Siltstone 21.5 95.0 Compaction tests were performed a minimum of every two feet and/or 500 cubic yards of compacted fill soils placed. These tests were performed in accordance with ASTM test methods. The test results are summarized in Table 1. The approximate test locations are shown on Plate 1. RECOMMENDATIONS AND CONCLUSIONS The mat foundation may utilize an allowable bearing value of 1,000 psf, a modulus of subgrade reaction of 90 psi in the design, and designed with a minimum thickness of twelve inches. This basement mat slab shall utilize a concrete waste slab to provide a better working platform and a uniform surface on which to place a waterproof membrane. The waterproofing membrane may be covered with a protection slab prior to placing the mat foundation. A waterproof specialist shall be consulted for specific design recommendations. The mat slab subgrade soils shall be observed by a representative of COAST GEOTECHNICAL, Inc. prior to placement of waste slab to verify acceptable soil conditions. At grade areas outside the basement shall have foundations extending a minimum depth of 24 inches below lowest adjacent grade utilizing an allowable bearing value of 1,700 pounds per square foot. This value is for dead plus live load and may be increased 1/3 for total including seismic and wind loads where allowed by code. Foundations outside the basement shall be reinforced with a minimum of four #5 bars, two top and two bottom. Actual reinforcement shall be in accordance with the structural engineer's COAST GEOTECHNICAL, INC Mr. Ricardo Banos W.0.636222-03 details. Where isolated pads are utilized, they shall be tied in two directions into adjacent foundations with grade beams. Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, INC. prior to placement of steel or concrete to verify soil conditions. LATERAL PRESSURES Lateral restraint at the base of footings and on slabs may be assumed to be the product of the dead load and a coefficient of friction of 0.30. Passive pressure on the face of footings may also be used to resist lateral forces. A passive pressure of zero at increasing at the rate of 300 pounds per square foot of dethe surface of finished grade, the to a maximum value of mds per square foot, may be used for compacted fill and native soil at this site. Where 3,000 pot passive pressure and friction are combined when evaluating the lateral resistance, the value of the passive pressure should be limited to 2/3 of the values given above. FLOOR SLAB Where a slab on grade is utilized, the slab shall be supported on engineered fill compacted to a minimum of 90% relative compaction. Floor slabs shall be incorporated into the mat slab design in accordance with the structural engineer. Subgrade soil should be kept moist prior to casting the slab; however, if the soils at grade become disturbed during construction, they should be brought to approximately 2 to 3% over Optimum moisture content and rolled to a firm, unyielding condition prior to placing concrete. The basement will utilize a mat foundation with a designed waterproofing system (by others) consisting of waste slab and bentonite waterproofing membrane; as such, a gravel capillary break below the mat slab is not required nor recommended from a geotechnical standpoint. Where an at -grade concrete floor slab is proposed, a capillary break shall be installed in accordance with the Cal Green Code. The capillary break shall consist of 1/2-inch or larger clean aggregate. The gravel shall be covered with filter fabric (Mirifi 140N) prior to placement of the vapor barrier to minimize puncturing of the vapor barrier. Concrete slabs at -grade should be underlain by a vapor barrier consisting of a plastic film (15 mil (min.) polyvinyl chloride or equivalent). The vapor barrier should be properly lapped and sealed. SEISMIC DESIGN Based on Chapter 16 of the 2019 CBC and ASCE7-16 Standard, the site shall be designed using the following seismic parameters provided. These seismic design values were determined utilizing latitude 33.60061 and longitude-117.878345 and calculations from the USGS Design Maps Tool. A site class D was assigned to site earth materials. COAST GEOTECHNICAL, INC Mr. Ricardo Banos 4 W.O. 636222-03 Rough Grade Compaction Report August 11 2022 • Site Class = D • Mapped 0.2 Second Spectral Response Acceleration, Ss=1.363g • Mapped One Second Spectral Response Acceleration S, = 0.484g • Site Coefficient from Table 1613A.3.3(1), Fa =1.2 • Site Coefficient from Table 1613A.3.3(2), Fv =1.8 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.636g • Maximum Design Spectral Response Acceleration for one -second period, SM i = 0.871 g • 5% Design Spectral Response Acceleration for short period, Sns = 1.0909 • 5% Design Spectral Response Acceleration for one -second period, SDI = 0.581 g The Fv, SMI, and SDI are calculated based on Table 11.4-2 of ASCE7-16. BASEMENT WALL DESIGN Walls restrained from deflection by the structural frame should be designed for "at -rest" earth pressures. For level backfill conditions, an equivalent fluid pressure of 65 pounds per cubic foot, may be used. The surcharge pressure of traffic loads and adjacent buildings should be added to these soil pressures. The structural engineer shall designate on the designed for restrained or unrestrained conditions. or framing in place prior to backfill placement. foundation plans whether basement walls are Walls designed as restrained must have the deck The design values provided are based on the use of very low expansive, granular soils or gravels as backfill. The structural engineer shall designate on the plans the use of select backfill materials. Select onsite earth materials are acceptable for use as retaining wall backfills. Footing excavations require observation and approval by COAST GEOTECHNICAL, Inc. prior to placement of reinforcement. SEISMIC DESIGN VALUE Code requires that retaining walls with more than six feet of backfill be designed for seismic loads. For a retaining wall tinder earthquake loading the designed equivalent fluid pressure is sensitive to the ground motion value applied to analysis. Our understanding is that the current reviewer for the City of Newport Beach utilizes Sos for the ground motion and allows the consulting engineer to utilize his allowed reduction to determine the seismic coefficient Kh. Use of this value in a simplified analysis method allowed by the reviewer determines that a seismic load of 20 pcf should be utilized by the structural engineer. BASEMENT WALL BACKFILL Basement wall backfills shall consist of import materials with a very low expansion potential or gravels, and capped with at least three feet of cohesive on -site or imported soil to lessen the infiltration of water. COAST GEOTECHNICAL, INC Mr. Ricardo Banos 5 W.O. 636222-03 Rough Grade Compaction Report A--.. 11 2022 Where gravels are utilized the gravels shall be wrapped from soil with filter fabric. All backfills shall be placed in thin lifts and compacted to a minimum of 90% relative compaction under the observation and testing of the soils engineer C 1 1 • 1► Subdrain systems shall be installed behind retaining walls and at a minimum they shall consist of four -inch diameter SCH 40 or SDR 35 perforated pipe surrounded at a rate of no less than 2 cubic feet per linear pipe foot, of 3/4-inch gravel. The gravel shall be wrapped in filter fabric. Outlet pipes shall be solid pipe of similar material. Subdrains for basement walls shall be placed below the elevation of the basement floor. Subdrain systems for basement/retaining walls shall be independent of area surface drains and roof drain systems. Subdrain placement requires observation and approval by COAST GEOTECHNICAL, Inc. WATERPROOFING There is an inherent risk with moisture problems when constructing below grade rooms. The geotechnical consultant is only responsible for identification of adverse moisture conditions, which will impact below grade rooms at this site. The waterproofing for the basement floor and walls should be designed accordingly by a qualified person. Basement floors and walls should be designed watertight. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a low expansion potential. The medium recommendations shall be used. SOLUBLE SULFATES Typical on -site earth materials showed a soluble sulfate content of 70 ppm. Based on the Table 4.3.1 of ACI 318-05, concrete with Type II cement and a minimum compressive strength of 2,500 psi may be utilized. The structural engineers design criteria may be more stringent. Concrete shall be placed in accordance with appropriate codes. SETTLEMENT Total settlement of the basement and building foundation is expected to be less than one inch. The differential settlement between adjacent footings is expected to be less than one half -inch over twenty feet of horizontal distance. UTILITY LINE BACKFILLS All utility line backfills, both interior and exterior, shall be compacted to a minimum of 90% relative compaction and shall require testing at a minimum of two -foot vertical intervals. COAST GEOTECHNICAL, INC Mr. Ricardo Banos 6 W.O. 636222-03 Rough Grade Compaction Report Aueust 11 2022 The client and contractor are advised that failure to have proper geotechnical observation and testing of trench backfills could result in our final soils report for the project being rejected by the City. It is the responsibility of the client or his agent to request needed services from COAST GEOTECHNICAL, Inc. Utility lines shall be located outside a 45' degree line projected downward from a foundation's bottom edge. Where below grade utility lines enter a building footprint, a significant section of the trench shall contain a compacted cohesive fill or slurry backfill plug to mitigate the migration of waters through permeable backfill soils into interior building areas. DRAINAGE Positive drainage should be planned for the site. Drainage should be directed away from structures via non -erodible conduits to suitable disposal areas. The structure should utilize roof gutters and down spouts tied directly to yard drainage. Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the structure. If such landscaping (against the perimeter of a structure) is planned, it should be properly drained and lined or provided with an underground moisture barrier. Irrigation should be kept to a minimum. While the CBC recommends 5% slope away from structures for landscape areas, 2% slope is allowable where justified. Our justification is the use roof drains tied into area drains, the use of area drains, and site grading which will mitigate the potential for moisture problems beneath a slab on grade. Hardscape areas shall be sloped a minimum of 2% where within ten feet of the residence unless allowed otherwise by the building official. We do not recommend the use of infiltration best management practice (BMP) such as infiltration trenches, infiltration basins, dry wells, permeable pavements, subsurface reservoir beds, or similar systems, designed primarily to percolate water into the subsurface soils within ten feet of the structure, due to the potential for infiltration waters to adversely affect below grade rooms, building foundations and slabs, hardscape, pavement and other site improvements. The WQMP requirements shall be addressed by the Civil Engineer HARDSCAPE Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at least two feet. Deeper removal and recompaction may be required if unacceptable conditions are encountered. These areas require testing just prior to placing concrete. The minimum slab thickness shall be four inches and reinforced with #3 bars at eighteen inches on center each way. As an alternative to rigid hardscape or brickwork, flexible pavers may be utilized. COAST GEOTECHNICAL, INC Mr. Ricardo Banos 7 W.O. 636222-03 Rough Grade Compaction Report August 11 2022 Control joints should be provided at a maximum spacing of eight feet on center in two directions for slabs and at six feet on center for sidewalks. Expansion or felt joints should be used at the interface of exterior slabs on grade and any fixed structures to permit relative movement. POST -GRADING SERVICES During construction of the residence, it is recommended, and at times required by the regulatory agency, the following be observed and/or tested by the geotechnical engineer: • Excavation of foundations • Basement slab subgrade • Basement wall subdrains and backfill Backfill of interior slab areas • Backfill of interior and exterior utility trenches At-grade/Hardscape subgrade It is the responsibility of the developer to schedule the required observations and testing. REGULATORY COMPLIANCE I hereby certify that the subject grading was observed by a representative from this office, and the work was done in Rill compliance with the Grading Ordinance of the City of Newport Beach and in accordance with the best accepted practices of the applicable chapter of the California Building Code. All cuts, fills or processing of original ground under the purview of this report have been completed under the observation of and with selective testing by COAST GEOTECHNICAL, Inc., and found to be in compliance with the Grading Code of the City of Newport Beach. The completed work has been observed by COAST GEOTECHNICAL, Inc., and is considered adequate for the development. Our findings were made and recommendations prepared in accordance with generally accepted professional engineering practices, and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. We appreciate this opportunity to be of service to you. Respectfully submitted COAST GEOTECHNICAL, INC. �^ � QQOfESSIpNq Ming-Tamg Chen y'� tARNcey� RCE 54011 No. 64011 Exp. 12131/23 � LM Robert C. Langhurs Staff Geologist COAST GEOTECHNICAL, INC Mr. Ricardo Banos g W.O. 636222-03 Rough Grade Compaction Report Au2ust 11 2022 COMPACTION TEST RESULTS TABLE I Test No. Location Below Proposed Grade (8) Moisture Content % Dry Unit Weight (lbs/1t3) Soil Type Relative Compaction % Date 1 Basement Pad 1.0-1.5 28.4 86.0 I 90.5 8/2/22 2 Basement Pad 0.0-0.5 27.1 86.8 I 91.4 8/2/22 3 Basement Pad 0.0-0.5 25.4 86.5 I 91.1 8/2/22 4 Basement Pad 1.0-1.5 26.5 86.1 I 90.6 8/4/22 5 Basement Pad 1.0-1.5 27.1 85.9 I 90.4 8/4/22 6 Basement Pad F.G. 24.7 86.6 I 91.2 8/5/22 7 Basement Pad F.G. 21.9 87.1 I 91.7 815/22 F.G. --- finish grade Compaction Test Locations g _ scale: V = 20' Approximate \Y� Limits of Grading R f.Ix. sa �LL Approximate f Compaction a Test Location k a i o C' 1 t ITI ' 1 05 51 s� etl G -r ,\yam A I 1 M = M �c 3 voA,am e+�w�xwcavmuEv,xc.,xc D mn awamuxsrsr,srem� -� t�`e �� n x,mmw�raxeurnuamw .. . nleisnmv JNMi1 Rough Grade Compaction Report Work Order 636222 2328 Pacific Drive Newport Beach, California Plate No. 1 COAST GEOTECHNICAL, INC. Received Rm..9. -1�4 11L.--1 8 vL VI JgUt In SHEET 1 OF 1 SCALE: 1"=30- REFERENCE NOTES O - INDICATES RECORD OR CALC9 FROM RECORD DATA AS NOTED. OU - MAP OF CORONA PEE MAR M.M. 3/41-42 ROI -IS N02012-p1, PM$404ry-11 BER -CR 2O101087 (R4) OR 2010-1269 IBM -CR 2010-IOU RECORD OF SURVEY No. 2022-1128 RE�STO E OR9OFFIpE REDDEST IN TILE CITY OF NEWFORT BEACH, COUNTY OF CHANCE, STATE OF CALIEORNIA DATE; BEING A SURVEY OF A PORTION OF LOT 1, BLOCK 329, CORONA DEL MAR, AS PER MAP FILED IN BOOK 3, PAGES TIME: FEE:5 41 & 42 INCLUSIVE, OF MISCELLANEOUS MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. DATE OF SURVEY: MARCH 2D22 IEMFD RE TNO. PAUL D. CRAFT, P.L.S. 8516 - APE4 LAND SURVEYING, INC. DOOR_ PACF STATEMENT OF PUEPOSE. THE PURPOSE OF THE RECORD OF SURVEY IS TO RE-ESTABOSH AND RE -MONUMENT ME PROPERTY CORNERS FOR THAT PORTION OF LOT 1, BLOCK 320 CORONA DEL MAR MM. 3J41-44 PROPERTY DESCRIBED IN A GRANT DEED RECORDED APRIL 27. '21 AS INSTRUMENT NO. 2021000281136, DEC HDOH NGUYEN COUNTY GLENRREDDI F)RST AVENUE DEPUTv O _ 1A9.9J I50'RI WP."H'W MOM' (300EIX29%S6'R2) 150.09' 16p'RL� �O3 LD a nl .� Im H, v znl � w >yl 4 Q+ ALLEY Bw515 OF BEARINGS U^ Q ^ --- N<9'24S% 2999J O5 (5G0'Rl)(299.91'R2) 0 _ I_sss'r,GO'R1149_93wzL__ _ I.C2150'RK149gh E2) 7�2_ N49'2001 W>2501112214,9J (21sRI)(214.R2R2)U,5. pI V`C s� nl- AA IM-A BeR I aN e&RP W a oI o r F r /''065Z M m N 4Iz2p5�1j g23iVaq,T f o (YI MONUMENT NOTES• eq FF n -A DILIGENT SEARCH FOR ALL RECORD MONUMENTS IN THE ggFA WAS On ��Sge2JJ3J ry PERFORMED TO ASSIST IN ESTABLISHING THE BOUNDARY LINE OF MIS a MONUMENTS ARE FLUSH UNLESS NOTED OTHERWISE. SURVEY ALL OF THE MONUMENTS THAT WERE FOUND ARE SHOWN HEREON, \, rZ390# y TFRR m Z ^' I - ` \ FRa>S�f33P Ai zJ w m O INDICATCSSFT LEAD. TACK&TAG SfAMPED'P'S 8516'CN PL PROD, TSPFROM PROPERTY CORNEA. •- INDICATES FOUND MONUMENT AS NOTED, POj. Z Q-FOUND SPIKE SHANK, NO REFIM. , ACC AS CLPER R2, ON.0.15. F 25 Q- FOUNDSPIKE&WASHER STAMPED FES SO I• PER ED. ACC AS CL INi. C O-FOUND SPIKE& WASHER STAMPED'D 5411 PDT W, ACC AS CL BIT C i�Tl Aayy, r ®1 3RWz� Q-FOUND SPOKE& WASHER ILLFAWLC ACCEPTED AS SPIKE &WASHER STAMPED'LS 5411- AT CL INT PER A2. �RALRFZ�B RP O Ig ii,, SO -FOUND (4)-2.00TANGENT OVER, LEAD, TACK & TAG TIES STAMPED -PLS 7304 TIE PER R2 ,pal Q-FOUND SPIKE &WASHER STAMPED 'L55411' PER RI, ACC AS CL UNIT O-FOUND SEEM& WASHER STAMPED'D 5411' PER EST Q-FOUND NAIL&TAG STAMPED TCE 11066', IN TOP OFWALL PERU,508'5G3B'W0.31'IS03.2R'14'W023'UI FROM THE S'11 CORNER O�AB' g Of LOT 8, PRORATED BETWEEN NW'LY BLOCK CORNER &TIE S'LY CORNER OF LOT 4 PER Rl. (FOR INFORMATIONAL PURPOSESONLY) I rZ2. Q- FOUND LEAD, TACK &TAG STAMPED-LS 30p' PER U. S4033'22'W 119' HCHO U1. z�9 e ®-FOUND LEAD, TACK &TAG STAMPED 'L58GU- W'3315'W 1 SO PER BE. Q-FOUND LEAD. TACK &TAG STAMPED'LS 86B2.ON PL PROD SE`F4'50CW 15O' FROM PROPERTY CORNER PER V SURVEYOA'H STATEMENT © FOUND TAG SIAMPED'LS 86E2' IN EPOKYIN LIEU OF LEAD. TACK & TAG STAMP. IS NEB 2' PER U. OR UNDER MAP MY IRECCTLY REPRESENTSFORMAYE WITH HE ®-FOUND LEAD, TACK & TAG STAMPED TS 81 SE- IN TOP OF WALL PER U OR UNDER MY DIRECTION IN CONFORMANCE WITH THE ftFOUIREMENR OF THE PROFESSONAL SURV � COUNTY SURVEYOR'S STATEMENT: iN15 MAP HAS BEEN IXAMINED IN ACCORDANCE WRH SECTION SJ660FTHI PROFESSIONAL MNP KEVIN R HILLS, COUNTY SURVEYOR L S. 6617 BY M. N. SANDBERG.E--COUNTY SURVEYOR P.LS. B402 -ND. ACT, AT THE REQUEST OF RKAROO BAryOSIN ARCH 2pEY.32UrDATE ESTABLISHMENT NOTE, QA -ACCEPTED AS THE SDUTHWESFERLY LINE OF THE NORMFASIFgLY 107.65' PER GRAW DFEO RECOROEDAPRIL 11, 2W1 AS INSTRUMENT NO.2021000281236. 0.R SURVEYOR'S BOUNDARY NOTE: THERE ARE NO CONFLICTS MATH ...... I "I" IMPROVEMENTS AND THE WENDT BOUNDARY UNE (DISTINCTIVE BORDER) OF THIS MAP AS ESTABLISHED HEREON. BASIS OF BEARINGS: THE BASIS OF BEARINGS PON THIS SURVEY 15 USED ON THE CENTERLINE OF ALLEY HAVING A BEARING OF NO-M.1'W PER Rd