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X2021-3285 - Permits
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E. n Government Corner 1-7 Control Elevation 0 Meander nX Property Units Metric ®X U.S. Survey Foot r Rancho Other Horizontal Datum Zone Epoch Date Date of Survey January 4, 2022 Vertical Datum Complies with Public Resources Code %8801-8819 8771 Left asfound Established Found and tagged Reestablished Other. Rebuilt L3 Pre -Construction Referenced rj Post -Construction Narrative of corner identified and monument as found, set, reset, replaced, or removed: ❑✓ Sea sheet #2 for descnption(s): Received Jan 06 2022 bt CheLck OC Survey A SURVEYOR'S STATEMENT This Comer Record was prepared ;byme or under my direction in conformance with the Professional LLaannd Survieyors'Act on January 4. 2022 Signed I"i1 1 -- P.L.S. or R.C.E. No. `{ki 3 4653 COUNTY SURVEYOR'S STATEMENT This Corner Record was received and examined and filed Signed PI.S. or R,C.E. No, Title County Surveyor's Comment BPELSn-2016 Pop f7 oil 00 28' e 28' PART N24°3rD� �LS�A N 104 i 1 e IM/! y - —�. 11 kA A - , 441 7J' N 08037'11" E ' 13495' (i35.00') '1 >InG sm r�n� nnrt � — m: 1'1y12 e T-4;,VV 26i In55 p6. t g5'1�C� C 1,1 1.0' SET LEAD & TAG STAMPED "L.S. 4653" ON P.L. PROD, 6.00' FROM THE: CORNER, FLUSH. Q SET LEAD & TAG STAMPED "L.S. 4653" ON'P.L. PROD. 1.00' FROM THE CORNER, FLUSH. 28' I �. rr by rm y i N M W �z� G f a 28' SCALE 1"=60' DELTA RADIUS . LENGTH 103030'37" 15.00' 27.11' (27.10') 76028'29" 15.00' 20.02' (20.02') Ak FOUND CNB WELL MONUMENT WITH 2" BRASS DISK & PUNCH MARK, DOWN 1'. ■ TRACT NO.6624, M.M.254/28-32, DOWN 0 5'. PER ( ) INDICATES REC. DATA PER TR. NO.6624, M.M.254/28-32.. BPELSG-2016 Page 202 COAST GEOTECHNICAL, INC. 1200 West Commonwealth Ave., Fullerton, CA 92833•Ph:(714) 870-1211•Fax: (714) 870-1222•e-maiCcoastgeotec@sbcglobal.net December 8, 2021 W.0.604320-03 Mr. Scott Hook 11 Juniper Hill Road Newport Beach, CA 92660 Subject: Rough Grade Compaction Report for 2001 Port Ramsgate Place, Newport Beach, California References: 1. Geotechnical Engineering Investigation of Proposed New Residence at 2001 Port Ramsgate Place, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O. 604320-01, dated December 28, 2020. 2. Storm Drain Infiltration, Proposed New Residence at 2001 Port Ramsgate Place, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O. 604320-02, dated July 8, 2021. Gentlemen: Forwarded herewith is the rough grade compaction report for the subject site. The grading operation was conducted from August 12, 2021 through August 16, 2021, using the referenced geotechnical report as a guideline. This report has been updated to reflect new ownership of the property. PLACEMENT OF FILL Compacted fill material was placed within the pad area to provide adequate support for the proposed structure. The depth of the overexcavation was approximately 3.0 to 3.5 below finish grade. The bottom of the excavations exposed competent native earth materials. The exposed surface was scarified, moisture conditioned as needed with a water hose, and compacted to a minimum of 90% relative compaction. Subsequent fills were moisture conditioned, thoroughly mixed, placed in six to eight inch loose lifts and compacted to a minimum of 90% relative compaction. A borrow pit and import soils were used to reach finish grades. Limits of grading are shown on the attached Plate 1. The borrow pit extended about 1.5 to 2.0 feet below grade and may be backfilled with footing spoils. Backfill shall be placed in six to eight inch loose lifts; moisture conditioned as needed with a water hose, and compacted to a minimum of 90% relative compaction. Equipment used for compaction of the fill soils consisted of a CAT 953 track loader. Earthwork was by Cousyn Grading. COAST GEOTECHNICAL, INC. Mr. Hook 2 W.O. 604320-03 Roueh Grade Compaction Report December 8 2021 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 ft' volume; 5 layers at 25 blows per layer; 10 lb. hammer dropped 18 inches Soil Type Classification Optimum Moisture, % Max. Dry Density, Ibs/ft3 I Dark Brown Silty Clay 13.5 120.0 H Light Brown to Dark Brown, Tan Brown Sand Silt Clay 12.5 123.0 III Import — Red Brown to Orange Brown Sand Silt Clay 12 0 125.0 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. FOUNDATIONS ON COMPACTED FILL The proposed structures may be supported by continuous spread footings or isolated pads bearing in compacted fill utilizing the following design. Continuous footings placed a minimum of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,800 psf. This value is for dead plus live load and may be increased by 1/3 for total including seismic and wind loads where allowed by code. Isolated pads placed a minimum of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,800 psf. Isolated pads shall be tied into adjacent foundations with grade beams in at least two directions. The minimum width of footings shall be 15 inches wide for two-story construction and 18 inches wide for three story construction. It is recommended that all footings be reinforced with a minimum of four No. 5 bars (two top and two bottom). The structural engineer's reinforcing requirements should be followed if more stringent. Isolate pad footings shall be tied by grade beams to continuous footings. FOUNDATIONS ON NATIVE SOILS Property line walls may be supported by continuous spread footings placed a minimum depth of 24 inches below lowest adjacent grade and bearing 12 inches into competent native earth material, whichever is deeper. Foundations bearing into native earth material may utilize an COAST GEOTECHNICAL, INC. Mr. Hook 3 W.O. 604320-03 Rough Grade Compaction Report December 8 2021 allowable bearing value of 1,500 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. It is recommended that all footings be reinforced with a minimum of four No, 5 bars (two top and two bottom). The structural engineer's reinforcing requirements should be followed if more stringent. Footing excavations shall be observed by a representative of COAST GEOTECHNICAL, INC. prior to placement of steel or concrete to verify competent soil conditions. If unacceptable soil conditions are exposed mitigation will be recommended. LATERAL DESIGN 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 the surface of finished grade, increasing at the rate of 350 pounds per square foot of depth to a maximum value of 3,500 pounds per square foot, may be used for compacted fill and native earth materials at this site. If passive pressure and friction are combined when evaluating the lateral resistance, then the value of the passive pressure should be limited to 2/3 of the values given above. SEISMIC DESIGN Based on the 2019 CBC and ASCE7-16, the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.62293 and longitude-117.85247 and calculations from the SEAOC/OSHPD Seismic Design Tool. • Site Class = D-Default • Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.306g • Mapped One Second Spectral Response Acceleration St = 0.464g • Site Coefficient from Table 1613A.3.3(1), Fa =1.2 • Site Coefficient from Table 1613A.3.3(2), Fv =1.836 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.567g • Maximum Design Spectral Response Acceleration for one -second period, SM i = 0.852g • 5% Design Spectral Response Acceleration for short period, Sns=1.045g • 5% Design Spectral Response Acceleration for one -second period, SDI = 0.568g The Fv, S,,, and So, are calculated based on Table 11.4-2 of ASCE7-16 as shown on Plate X. Since S, is more than 0.2, the project structural engineer shall perform required calculations to make sure that a site response analysis is not required according to 11.4.8 of ASCE7-16. SHORING DESIGN RECOMMENDATIONS Shoring shall be needed for the construction of the rear retaining wall due to limited setback from the ascending slope to the southern property line. Our recommendations for shoring design are as follows: • Shoring shall be designed by a licensed engineer and shall consist of drilled piles and lagging. COAST GEOTECHNICAL, INC. Mr. Hook 4 W.O. 604320-03 Rah Grade Compaction Report December 8 2021 • Our current understanding of City policy is that shoring must be designed for a deflection of 1/2- inch or less. • Our current understanding of City policy is that shoring must be designed for pressure at rest where the distance between the shoring and property line is equal to or less than one-half the proposed shored height, otherwise active pressure may be used. • Analysis shows pressure at rest value of 78.2 pcf and active pressure of 49.9 pcf. Additional to these design values are any surcharge loads. • Where code requires that seismic loading be applied to the design the added seismic load shall be 33.3 pcf for restrained conditions and 19.6 pcf for unrestrained conditions. • Skin friction calculations are attached as Plate Al. • The annulus of the drilled hole into which the shoring pile is placed shall be backfilled with a minimum one sack slurry. We do not recommend the use of pea gravel backfill. • Lagging shall be installed as the excavation is made. Excavations shall be made at three fool intervals unless field approved otherwise by Coast Geotechnical. • The lagging shall be backfilled with a minimum one sack slurry prior to any excavation below the bottom of lagging. • Shoring shall be designed to accommodate foundation and grading excavations. • COAST GEOTECHMCAL, Inc. shall observe all phases of shoring installation in accordance with City policy • Adjacent properties shall be photo documented, surveyed and monitored prior to shoring installation and until the designed permanent retaining structure is complete. Shoring plans shall be reviewed by this office. RETAINING WALL DESIGN Unrestrained retaining walls may be founded in competent compacted fill or native material, but not a combination of both. Walls retaining drained earth under static loading may be designed for the following: Surface Slope of Retained Material Horizontal to Vertical Equivalent Fluid Pressure Pounds per Cubic Foot Level 49.9 5 to 1 61.2 4 to 1 65.7 3 to 1 77.2 2 to 1 113.7 Calculations for the stated equivalent fluid pressures are based on the Coulomb theory. The point of resultant force is at H/3 above the base of the retaining wall, where H is the wall height. COAST GEOTECHNICAL, INC. Mr. Hook 5 W.O. 604320-03 Rough Grade Compaction Report December 8 2021 All retaining structures should include appropriate allowances for anticipated surcharge loading, where applicable. Retaining walls with an ascending slope condition shall include a minimum one - foot free board and concrete swale in their design. 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 under 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. For unrestrained conditions a Kh value of 0.209 was determined. Use of this value in a simplified analysis method allowed by the reviewer, determines that a seismic load of 19.6 pcf should be utilized by the structural engineer. For restrained conditions a Kh value of 0.355 was determined. Use of this value in a simplified analysis method, detemunes that a seismic load of 33.3 pcf should be utilized by the structural engineer. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a medium to high expansion potential. The high recommendations on the accompanying "Expansive Soil Recommendations", in the referenced report, may be utilized in design of foundations and concrete slabs. SETTLEMENT The maximum total post -construction settlement is anticipated to be on the order of 1/2 inch. Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural elements over a distance of forty feet. FLOOR SLABS Stab on grades shall be designed in accordance with current CBC codes. Where conventional foundation and slab on grade is utilized, the slab shall be supported on engineered fill compacted to a minimum of 90%p relative compaction. For design of slab on grade a plasticity index of 20 may be utilized. Minimum geotechnical recommendations for on grade slab design are five inches actual thickness, with #4 bars at twelve inches on center each way. COAST GEOTECHNICAL, INC. Mr. Hook 6 W.O. 604320-03 Rough Grade Compaction Report December 8 2021 If the soils at grade become disturbed during construction, they shall be brought to 2-3% over optimum moisture content and compacted to a minimum of 90% relative compaction prior to placing concrete. COAST GEOTECHNICAL, Inc. will need to verify adequate mitigation. The 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 optimum moisture content and rolled to a firm, unyielding condition prior to placing concrete. The capillary break material shall comply with the requirements of the local jurisdiction and shall be a minimum of four inches in thickness and consist of gravel (1/2-inch or larger clean aggregate). A heavy filter fabric shall be placed over the gravels prior to placement of the recommended vapor retarder to minimize puncturing of the vapor retarder. Slab areas should be underlain by a vapor retarder consisting of an engineered plastic film (as described by ASTM:E-1745). A vapor barrier with a permeance of less than 0.01perms (consistent with ACI 302.211-06) such as 15 mil. Stego Wrap Vapor Barrier, or equivalent should be considered. The vapor barrier should be underlain by the above described capillary break material and filter cloth. The capillary break materials should be compacted to a uniform condition prior to placement of the recommended filter cloth and vapor barrier. The vapor barrier should be properly lapped and sealed. It is the responsibility of the contractor to ensure that the vapor barrier/retarder is not perforated prior to placement of concrete and is installed in accordance the appropriate building codes and manufacturer recommendations. SWIMMING POOL Any future pool/spa shall be designed as free standing and supported by competent native soils. Pool walls shall be designed to support the water, having a density of 62.4 pounds per cubic foot without bearing from adjacent soil. The walls should be able to support the adjacent soil when the pool is empty. The earth pressure may be calculated as an equivalent fluid pressure of 100 pounds per cubic foot for level backfill, plus the lateral pressure due to any superimposed surcharge when the pool is empty. Expansion joints shall be placed between the pool and deck. All pool utility lines shall be backfilled with soils compacted to a minimum of 90% relative compaction. Where pool lines are sensitive to the use of compaction equipment the trenches shall be backfilled with two sack slurry. COAST GEOTECHNICAL, Inc. shall verify the backfill of all trenches. Pool decking shall be cast free of the swimming pool structure and access openings. The free space shall be filled with flexible water stop materials. The client is advised that due to the expansive nature of site soils that some horizontal and vertical movement between the pool and pool decking will occur over time. COAST GEOTECHNICAL, INC. Mr. Hook 7 W.O. 604320-03 Rou¢h Grade Comoaction Reoon December 8 2021 The pool foundation excavation shall be observed and approved by COAST GEOTECHNICAL, Inc. prior to the placement of reinforcement. These recommendations are subject to change based on the review of pool plans. SOLUBLE SULFATES Typical on -site soils showed a soluble sulfate content of 98 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. 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. Utility lines shall be placed at appropriate depths. Shallow pipes can be damaged by the forces imposed by compacting backfill soils. If shallow pipes are not capable of withstanding the forces of backfill compaction, cement slurry backfill should be used. HARDSCAPESLABS Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of two feet. Deeper removal and recompaction may be required if unacceptable conditions are encountered. Hardscape slabs shall be a minimum of four inches actual thickness with #3 bars on twelve inch centers each way. Exterior hardscape slabs will be subject to volume changes in subgrade soils, which may lead to cracking. Movement of slabs adjacent to structures can be mitigated by doweling slabs to perimeter footings. Doweling should consist of No. 4 bars bent around exterior slabs. Doweling should be spaced no farther than 36 inches on centers. As an option to doweling, an architectural separation could be provided between the main structure and abutting appurtenance improvements. Presaturation of exterior slab areas is also desirable. At exterior edges of patios and other flatwork, a thickened edge containing reinforcement is highly recommended. If no significant load is associated with the edge of the slab, the depth and width of the thickened edge may be limited to eight inches. Reinforcement adopted for the main structure may be applied to the appurtenances. As an alternative to rigid hardscape or brickwork, flexible pavers may be utilized. 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. Pipes used for stomilsite water drainage should be stout enough to withstand the force of compaction of the soils above. This force can be considerable, causing some weaker pipes to collapse. Drainage pipes shall have a smooth interior. Pipes with a corrugated interior can cause the buildup of deleterious matter, which can impede or block the flow of site waters and, as such, COAST GEOTECHNICAL, INC. Mr. Hook 8 W.O. 604320-03 Roueh Grade Compaction Report December 8 2021 are not recommended. All storm/site water drainage pipes should be in conformance with the requirements from the current California Plumbing Code. 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. The current CBC recommends five percent slope away from structures for landscape areas within ten feet of the residence. Hardscape areas shall be sloped a minimum of two percent where within ten feet of the residence unless allowed otherwise by the building official. Minimum drainage shall be one percent for hardscape areas and two percent for all other areas. We do not recommend the use of bottomless trench drains to conform with infiltration best management practice (BMP) such as infiltration trenches, infiltration basins, dry wells, permeable pavements or similar systems designed primarily to percolate water into the subsurface soils within ten feet of foundations. Due to the physical characteristics of the site earth materials, infiltration of waters into the subsurface earth materials has a risk of adversely affecting below grade structures, building foundations and slabs, and hardscape improvements. From a geotechnical viewpoint surface drainage should be directed to the street. The WQMP requirement shall be addressed by the Civil Engineer. 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 footings • Excavation of shoring and lagging • Excavation of slot cuts for retaining wall • Backfill of interior slab areas • Backfill of interior trenches • Backfill of exterior utility trenches • Hrdscape 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 full 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, COAST GEOTECHNICAL, INC. Mr. Hook 9 W.O. 604320-03 Rough Grade Compaction Report December 8 2021 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. t���� Ming- amg Cher RCE 54011 COAST GEOTECHNICAL, INC. Mr. Hook 10 W.O. 604320-03 Rough Grade Compaction Report December 8. 2021 COMPACTION TEST RESULTS TABLE 1 Test No. Location Below Proposed Grade (ft) MoistureDry Content % Unit Weight (lbs/ft3) Soil Type Relative Compaction Dale 1 Pad 3.0-3.5 19.4 108.6 I 90.5 8/12/21 2 Pad 2.5-3.0 18.9 109.0 I 90.8 8/12/21 3 Pad 1.0-1.5 17.0 112.4 II 91.4 8/13/21 4 Pad 3.0-3.5 19.8 108.2 I 90.2 8/13/21 5 Pad 2.0-2.5 17.3 110.4 I 92.0 8/13/21 6 Pad 1.5-2.0 15.1 112.1 II 91.1 8/13/21 7 Pad F.G. 14.5 116.4 III 93.1 8/16/21 8 Pad F.G. 15.2 115.5 III 92.4 8/16/21 F. G. — Finish Grade COMPACTION TEST LOCATIONS Approximate Scale: 1" = 16' Limits of Port Ramsgate Place Grading .. ... .. ...... . . ..... . q4 4MM/1, L Ka 50P. 170 ,.-SMU. 02 7 Pw .21121 97 X- ey Approximat pg 'g 10 -02 .z DO - Rough Grade Compaction Report 2001 Port Ramsgate Place Newport Beach, California COAST GEOTECHNICAL, INC. N CL O O N N N N N N N N h � ODD N N IM LL _N 4 LL. y of I+l ul q ul In Ill In In a N N O t0 c0 f0 f0 N l0 tD LN h Lq Ul In 4i I() N o w Ill N IA IIJ In I(l In IA O� .O T O IA N N CO] M V O N m J , `6S O m CD H ldT6 J d z � N rl v vl m n ao rn � T f0 J v 7 m In ID z N E a C N m ,a y m ri a M c O U C h Q COAST GEOTECHNICAL, INC. 1200 West Commonwealth Avenue, Fullerton, CA 92833 Ph: 714-870-121 l Fax: 714-870-1222 e-mail: coastgeoteaingmail.com February 2, 2023 Mr. Scott Hook 11 Jupiter Hills Road Newport Beach, CA 92660 References: W.O.604320-04 Subject: Final Soils Report for 2001 Port Ramsgate Place, Newport Beach, California Geotechnical Engineering Investigation of Proposed New Residence at 2001 Port Ramsgate Place, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O. 604320-01, dated December 28, 2020. 2. Storm Drain Infiltration, Proposed New Residence at 2001 Port Ramsgate Place, Newport Beach, California; by COAST GEOTECEMCAL, Inc., W.O. 604320-02, dated July 8, 2021. 3. Rough Grade Compaction Report for 2001 Port Ramsgate Place, Newport Beach, California; by COAST GEOTECHNICAL, Inc., W.O.604320-03, dated August 23, 2021. Dear Mr. Hook: In accordance with the request of your contractor, this final soils report has been prepared to address geotechnical observations and testing performed since completion of rough grading. This report addresses requested observations and testing. Copies of our daily reports are maintained in our files. FOUNDATION EXCAVATIONS The foundation excavations for the residence were observed on December 17, 2021. The swimming pool bottom was observed on July 13, 2022 and July 15, 2022. The foundation excavations for the bbq area/ pergola pad footings were observed on December 7, 2022. The foundation excavations were found to be acceptable at the time of our final observations. INTERIOR SLAB SUBGRADE AND TRENCH BACKFILLS The interior slab subgrade was observed on January 6, 2022. Probing and testing of the interior residential slab area indicated acceptable geotechnical conditions for support of the proposed slab. COAST GEOTECHNICAL, INC. Mr. Hook 2 W.O.604320-04 Final Soils Report February 2 2023 SHORING PILES The rear retaining wall behind the pool was shored in accordance with the approved shoring plans. Shoring was installed from February 28, 2022 through March 9, 2022. Shoring consisted of ten piles extending 13.5 to 40.0 feet below existing grade, in accordance with approved plans. Wood lagging was placed between piles to support the adjacent properties in accordance with approved plans. Backfill of the "H" beam and lagging consisted of cement slung. Shoring was installed by Drilco. HARDSCAPE The hardscape subgrade for the front entry, driveway, and front patio was observed on January 11, 2023. The hardscape subgrade for the rear patio area was observed on January 24, 2023. Probing and testing of hardscape subgrade areas indicated acceptable geotechnical conditions for support of the proposed hardscape. OPINION It is opinion of COAST GEOTECHNICAL, INC. that the summarized geotechnical conditions approved by this office are in compliance with approved geotechnical reports and Newport Beach building codes. The final grades appear to conform to approved plans. We appreciate this opportunity to be of service to you. Respectfully Submitted: COAST GEOTECHNICAL, INC. ��� QgOFESS/py Ming-Tamg Chen yg GtPRNG Cyr RCE 54011 W No. 54011 Exp. 12/31/23 IV Robert C. Langhurst Staff Geologist 0, l�P°R @ CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDIN9 DIVISION oqG Goiard 100 Civic Center Drive i P.O. Box 1768 1 Newport Beach, CA 926588915 www.newoortbeachca aov 1 (949) 644-3200 SETBACKS AND TOP OF SLAB/FLOOR ELEVATION CERTIFICATE The purpose of this certificate is to insure that the structure is located properly on site per the approved drawings. This certificate also verifies the top of slab/floor elevation noted on the approved drawings. After the top of slab/floor elevation is verified to match the elevation specified on the approved drawings, the contractor and inspector can measure the height of the structure to the top of slab/floor to verify that it is equal or less than the dimension shown on building sections and elevations. This form must be filled out by a registered surveyor or civil engineer authorized to perform surveys. The survey must be done after the concrete forms are in place or preferable after the concrete slab is poured or raised floor is built, but prior to starting wall framing. Engineer/Surveyor's Name �e, ���ej— License (q -S Z Z i T Engineer/Surveyor'sAddress `38,?l �rarPo 7 �//JJ✓c` //1T ✓1 C Job Address Zoo/ /��"a4r �iyA36A'TE' h,— . /7 Setbacks: Sketch a site plan and specify surveyed setbacks (use back page). * Top of slab/floor elevation: Z¢f. ZO * If slab/floor elevation varies, sketch a plan or section through slab on the back page and specify the elevations. Use same datum used in the survey of record. I certify that the setbacks are ®, are not ❑, per City approved plans. Describe any deviations from plans: I certify that top of slab/floor elevation(s) is ®, is not ❑, per City approved drawings. Describe any deviations from plans: 9 �z Date FormslSetbacksandTopofSlabElevationCert. CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachca.gov 1 (949) 644-3200 Structural Observation Report Project Address: Report Date: CNB Inspector Name: CNB Permit #: 2001 Port Ramsgate PI 7/5/2022 Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License / Reg. #: Ardalan Sherafati info@artined.com 949-522-5001 C85331 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED check applicable boxes) FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED ❑ Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams VWood or Manuf. Shear Panels ❑ Masonry ❑ Wood 4/18/2022 ❑ Other: ❑ Other: Other: Wood ❑ Other: 4/18/2022 'ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. ❑ OBSERVED DEFICIENCIES AND COMMENTS: ❑ REPORT CONTINUED ON ATTACHED PAGES. FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verify that the structure is in general conformance with the approved construction documents; 3. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. 7/5/2022 i C 85331 EXP. 6/30/22 STAMP OF STRUCTURAL OBSERVER STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. Forms\StmduralObservatiov epoa&bstmcdous CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachca.gov 1 (949) 644-3200 Structural Observation Report Project Address: 2001 Port Ramsgate PI Report Date: 4/18/2022 CNB Inspector Name: CNB Permit #: Building Owner Name: Owner's Mailing Address (if different from site); Owners Telephone #: CNB Plan Check #: Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License / Reg. #: Ardalan Sherafati info@artined.com 949-522-5001 C85331 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED !check annlirahle hnresl FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED ❑ Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf. Shear Panels ❑ Masonry IVWood Roof sheathing and roof nailing ❑ Other: ❑ Other: ❑ Other: ❑ Other: ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. ❑ OBSERVED DEFICIENCIES AND COMMENTS: ❑ REPORT CONTINUED ON ATTACHED PAGES. ❑ FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verify that the structure is in general conformance with the approved construction documents; 3. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. 4/18/2022 7 C 85331 EXP. 6/30/22 STAMP OF STRUCTURAL OBSERVER STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION RY AUT146RI7Fn FMPI nYFPS nF TNP rnv nP NFWPnRT RFACN Foema\SwcmralObservatioMeport&I¢swe�iow CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newbortbeachca.laov 1 (949) 644-3200 Structural Observation Report Project Address: 20o Pott RAms otr., P1 Report Date: 1112/22 CNB. Inspector Name: CNB Permit #: Building Owner Name: Owners Matting Address (if different from site);. Owner's Telephone A CNB Plan Check #: Full Name ofSrtmctYl Obsgr (§0): AkYL0.k0.S3Y SO E-mail A !as: , 1 Q aYnNt Com SO Telephone G/}q)`322-5c6) SO License :/' Reg. # C8533t RAL ELEMENTS AND CONNECTIONS OBSERVED check applicable boxes PLEASE INDICATE FOUNDATIONS 5TRUG TU SHEAR WALLS FRAMES ) INDICATELOCATION(S) OBSERVED DATE OBSERVED Conventional ❑ Concrete ❑ Steel aSJClO an qr az �112/22 Footin s & Slab ❑ Mat Foundation, ❑ Masonry ❑ Concrete Prestressed Concrete O Caissons, Piles, ❑ Wood or Manuf. ❑ Masonry Grade Beams Shear Panels PRAS ❑ Other: ❑ Other: ❑ Other: KITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFI ❑ OBSERVED DEFICIENCIES AND COMMENTS: ❑ REPORT CONTINUED ONATTACHED PAGES. ❑ FINAL STRUCTURAL OBSERVATION REPORT; The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: ;% ARDALAN" 1. I am the licensed design professional retained by the owner to be in responsible $H€I#AKA - charge of the structural observation; No. C 8533f 2. 1, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant CIVIL construction stage to verify that the structure is in general conformance with the approved construction documents; E CA1 iF 3. 1 understand that all deficiencies which I have documented must be corrected, prior to O �9�F o final acceptance of the structural systems by the City of Newport Beach, Building Division. STAMP OF STRUCTURAL MTUREOF51KUUI STRUCTURAL OBSERVATION DOES NOTWAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE dITY OF NEWPORT BEACH, PnnMB��unlDlna�bnikporl&I�nwafbm '�AAA r°?A CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newoortbeachca.00v 1 (949) 644-3200 Structural Observation Report Project Address:2001 port_mSga{e�� ReportDale: t011l/2D2� CNB Inspector Name: CNB Permit #: Building Owner Name: Owners Mailing Address (H different from site); Owner's Telephone #: CNB Plan Check #: Full Name of Structural O erver (SO): AA SO E- ail Address: tined- SO Telephone #: SO License! Reg. # Afdalan She( of com PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED (check annlicable boYeal FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor(Roo INDICATE LOCATION(S) OBSERVED DATE OBSERVED Conventional Footin s & Slab ❑ Concrete ❑ Steel ❑ Concrete ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf. Shear Panels ❑ Masonry ❑ Wood ❑ Other: ❑ Other: ❑ Other. ❑Other: K ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. ❑ OBSERVED DEFICIENCIES AND COMMENTS: I ❑ REPORT CONTINUED ON ATTACHED PAGES. ❑ FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verify that the structure is in general conformance with the approved construction documents; 3. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. kol \\ ARDALAN SHED"is.,'-TI No. C :;::..';i C :IL STAMP OF STRUCTURAL OBSERVER STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. rumuVSl,u��ualObservaiionReport&Inswn,urs ��iPo'4T CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT u > Z BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 cy<rFoaN P www.newportbeachca.gov 1 (949) 644-3200 BUILDING HEIGHT CERTIFICATION Project Street Address: Building Permit Number(s): As the surveyor of record for the project at the above address, I hereby certify that I have reviewed the City of Newport Beach approved plan and original topographic survey and based the elevations listed below on those plans. Elevations shall include an allowance for roofing material thickness if not yet installed. Provide each critical ridge and flat roof, or roof deck railing elevations indicated on the approved plans. Use the format below on the back of this form if additional space is necessary or further explanation is needed. Provide original copy to the inspector before roof framing inspection. All elevation points are based on: a NAVD88 O NGVD29 O Assumed Please provide the following elevation information for the highest roof ridges, flat roofs, or parapets/guardrails. Additional elevation points may be requested by the Building Inspector. RIDGES(3:12slopeorgr i)eb yI•We4-- I&vF )OAM AC 1. Approved elevation point of ridge is Z73.2� and actual elevation point is Z73.O G 2. Approved elevation point of ridge is and actual elevation point is 3. Approved elevation point of ridge is and actual elevation point is FLAT ROOFS, PARAPETS AND GUARDRAILS 1. Approved elevation point of flat roof or parapet is and actual elevation point is 2. Approved elevation point of flat roof or parapet is and actual elevation point is 3. Approved elevation point of flat roof or parapet is and actual elevation point is I certify that the above height measurements are correct and the above project: InIS in compliance with the City -approved plans. fW10- O IS NOT in compliance with the City -approved plans (Provide explanati Ix 6 Please describe any deviation from the City -approved plans on the back of this form. Surveyor or Civil Engineer's* signature and seal (Wet stamp and signature required) * License number of 33965 or lower I-(_ f•21 Date_ Fo stBuilding Hei6M1t Certification 11/02/16 w, CITY OF NE ORT BEACH o n C® DEVELOPMENT DEPARTAM NT IlUn DING DIVISION c"c& 100 Civ rroxic Center Drive I P.O. Box 17" 1 Newport Beach, CA 92658-8915 www.newpordmchca.gov j (949) 644-3200 FIRE SPPJ TIC NFPA 13D SYSTEM FINAL CHEC'i IM (RESIDENTIAL) YES NO 1. Wafer meter proper size ❑ 2 Fire sprinkler system installed per the approved plans 3. All construction covers removed from sprinkler heads 4. Cover plates are NOT to be installed, but shall be available on the Jobsite 5. All tape and paint removed from sprinkler heads ❑ 6. Finish trim installed around sprinkler heads ❑ 7. Proper signage posted at all required locations ❑ 8. Flow lest conducted and bell tested ❑ 9. Location of inspector's testing valve in approved location ❑ SYSTEMS: 10. Clearances around sprinkler heads and riser - no obstructions ❑ 11. Operating pressure gauge installed at riser showing proper water pressure ❑ 12_ Back flow preventer installed ❑ 13. System installed per manufacturers specifications NOTES: FIRE SPRINKLER NFPA 130 SYSTEM FWAL APPROVED: A/� r 0, PERMIT#. 2p22 r BY.. �_ DATE 2 2 Fen¢\fire SpdnElaWAMS,s [ -FlNAL CherSlfstR6lflEMFALaS/IZ/ZOIS CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658-8915 www.newportbeachea.gov 1 (949) 644-3200 CIVIL ENGINEER'S CERTIFICATION FORM From: W.H. CIVIL 25 MAUCHLY, STE 323 IRVINE, CA 92618 ATTENTION: GRADING ENGINEER, BUILDING DIVISION Date: 02-10-2023 GPC No.: Tract/Subdivision/Lot No.: Rough: _Final: X Project Names: 2001 PORT RAMSGATE PL Owner/Developer: SCOTT HOOK Type of Project: Notes: _Tract: X Drainage FINAL GRADING CERTIFICATE FOR _ Commercial _ Other 2001 PORT RAMSGATE PLACE Industrial Yardage for Project: Notes: 75 Cut: 0 Borrow: 0 Fill: 75 Export: I hereby approve the grading for this project in accordance with my responsibilities under the City Grading Code. I have inspected the project and hereby certify that all areas exhibit positive surface flow to public ways or City approved drainage devices. The grading has been completed: IS in conformance with, N/A with the following changes to the approved grading plan. Description of Changes: N/A Company: W.H. CIVIL ppOFE3S/ONq Name: WAI LIN MAUNG CHEN W N.,8N87 �z m (print) (sign) ��qJ CIVII e1e License No.: C-83487 RC LS) Forms\Civil Engineer's CerUcation Form 9-13 PROJECT SUMMARY Project Name: Address: City, State, Zip: Building Department: Permit Number: Building Energy Code: F20-2212 2001 PORT RAMSGATE PL. NEWPORT BEACH, CA 92660 Newport Beach, City of X2021-3285 2019 Standards HERS VERIFIABLE MEASURES ENERGY CODE COMPLIANCE CERTIFICATE OF COMPLIANCE (CF1 R) Scan to Validate COMPLETE I© COMPLETE O DATE DOCUMENT TITLE REGISTRATION NUMBER 01/10/2021 CF1R-PRF-01-E Performance Compliance 421-PO 10003698A-000-000-0000000-0000 CERTIFICATE OF INSTALLATION (CF2R) DATE DOCUMENT TITLE REGISTRATION NUMBER 08/25/2022 CF2R-ENV-01-E Fenestration 421-13010003698A-000-001-E01004A-0000 08/25/2022 CF2R-ENV-03-E Insulation Installation 02/16/2023 CF2R-ENV-04-E Roofing Radiant Barrier 08/25/2022 CF2R-ENV-21-H OII 08/25/2022 CF2R-ENV-22-H OII 02/16/2023 CF2R-LTG-01-E Lighting 02/22/2023 CF2R-MCH-01a-E HVAC, Ducts and Fans 02/22/2023 CF2R-MCH-27a-H Mechanical Ventilation 02/16/2023 CF2R-PLB-02a-E Single Family Hot Water 02/22/2023 CF2R-PVB-01-E Photovoltaic Systems 1ST FLOOR AREA1 02/22/2023 CF2R-MCH-25b-H Refrigerant Charge cont/nued on nextpage - 421-P010003698A-000-001-E03003A-0000 421-P010003698A-000-001-E04007A-0000 421-P010003698A-000-001-E21001A-0000 421 -P01 0003698A-000-001 -E22002A-0000 421-P010003698A-000-001-L01005A-0000 421-P010003698A-000-001-M01009A-0000 421-P010003698A-000-001-M2701OA-0000 421-P010003698A-000-001-B02006A-0000 421-P010003698A-000-001-P01008A-0000 421-P010003698A-000-001-M25019A-0000 STATUS O 0 �1rr/j NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using :I S information that has been uploaded to that registration platform by third parties that are not affiliated or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this certificate. Page 1 of 3 Scan to Validate CERTIFICATE OF INSTALLATION (CF2R) DATE DOCUMENT TITLE REGISTRATION NUMBER STATUS 02/22/2023 CF2R-MCH-26-H High SEER & EER 421-P010003698A-000-001-M26020A-0000 2ND FLOOR AREA2 02/22/2023 CF2R-MCH-25b-H Refrigerant Charge 421-P010003698A-000-001-M25017A-0000 O 02/22/2023 CF2R-MCH-26-H High SEER & EER 421-P010003698A-000-001-M26018A-0000 O Area 1 02/22/2023 CF2R-MCH-20a-H Duct Leakage 421-P010003698A-000-001-M20014A-0000 O 02/22/2023 CF2R-MCH-22a-H Fan Efficacy 421-P010003698A-000-001-M22016A-0000 O 02/22/2023 CF2R-MCH-23a-H Airflow Rate 421-P010003698A-000-001-M23015A-0000 O Area 2 02/22/2023 CF2R-MCH-20a-H Duct Leakage 421-P010003698A-000-001-M20011A-0000 O 02/22/2023 CF2R-MCH-22a-H Fan Efficacy 421-P010003698A-000-001-M22013A-0000 O 02/22/2023 CF2R-MCH-23a-H Airflow Rate 421-P010003698A-000-001-M23012A-0000 O CERTIFICATE OF VERIFICATION (CF3R) DATE DOCUMENT TITLE REGISTRATION NUMBER STATUS 08/25/2022 CF3R-ENV-21-H QII 421-P010003698A-000-001-E21001A- O E21A 08/25/2022 CF3R-ENV-22-H QII 421-P010003698A-000-001-E22002A- O E22A 02/22/2023 CF3R-MCH-27a-H Mechanical Ventilation 421-P010003698A-000-001-M27010A- O M27A 1 ST FLOOR AREA1 02/22/2023 CF3R-MCH-25b-H Refrigerant Charge 421-P010003698A-000-001-M25019A- O M25A 02/22/2023 CF3R-MCH-26-H High SEER & EER 421-P010003698A-000-001-M26020A- O M26A - continued on next page - r rt NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using R\i p__g information that has been uploaded to that registration platform by third parties that are not affiliated or related to I / C H E E IDS CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the Page 2 of 3 information contained in this certificate. CERTIFICATE OF VERIFICATION (CF3R) DATE DOCUMENT TITLE REGISTRATION NUMBER 2ND FLOOR AREA2 02/22/2023 CF3R-MCH-25b-H Refrigerant Charge 421-P010003698A-000-001-M25017A- M25A 02/22/2023 CF3R-MCH-26-H High SEER & EER 421-P010003698A-000-001-M26018A- M26A Area 1 02/22/2023 CF3R-MCH-20a-H Duct Leakage 421-P010003698A-000-001-M20014A- M20A 02/22/2023 CF3R-MCH-22a-H Fan Efficacy 421-P010003698A-000-001-M22016A- M22A 02/22/2023 CF3R-MCH-23a-H Airflow Rate 421-P010003698A-000-001-M23015A- M23A Area 2 02/22/2023 CF3R-MCH-20a-H Duct Leakage 421-P010003698A-000-001-M20011A- M20A 02/22/2023 CF3R-MCH-22a-H Fan Efficacy 421-P010003698A-000-001-M22013A- M22A 02/22/2023 CF3R-MCH-23a-H Airflow Rate 421-P010003698A-000-001-M23012A- M23A ��r •tf� NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using II information that has been uploaded to that registration platform by third parties that are not affiliated or related to ES CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this certificate. Scan to Validate STATUS ✓, ✓ Page 3 of 3 r ad r 9: ���0 r d 7 - it i lol �'Yli P/il_Yi�a�cFiUn�-nnl � ft TT =� I un r r ai it it li �i�i r i emJ. 7�i IC