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HomeMy WebLinkAboutX2020-2898 - Misc (2)COAST GEOTECHNICAL, INC. 1200 W Commonwealth Avenue. Fullerton. CA 92833 Ph: (714)870-1211 Fax (714)870-1222 Email wastgeotec(@sbcalobal.net April 22, 2021 Mr. and Mrs. David Keasey 120 Topaz Avenue Newport Beach, CA 92663 References: W.O. 611321-03 Subject: Rough Grade Compaction Report, Proposed New Residence at 120 Topaz Avenue, Newport Beach, California 1. Geotechnical Engineering Investigation of Proposed New Residence at 120 Topaz Avenue, Newport Beach, California; by COAST GEOTECHNICAL, INC., W.O. 611321-01, dated February 18, 2021. 2. Response to Geotechnical Report Topaz Avenue, Newport Beach, 611321-02, dated March 10, 2021. Dear Mr. and Mrs. Keasey: Review Checklist of Proposed New Residence at 120 California; by COAST GEOTECHNICAL, INC., W.O. Forwarded herewith is the rough grade compaction report for the subject site. The grading operation for construction of the building pad was conducted from April 19, 2021 through April 21, 2021. COAST GEOTECHNICAL, INC. provided periodic observation and testing during grading. PLACEMENT OF FILL Compacted fill material was placed on the subject site to provide adequate support for the proposed structure. Overexcavation extended down to native earth material. The depth of overexcavation was about two to three feet below original grade. The exposed surface was scarified, mixed with Portland cement and compacted to a minimum of 90% relative compaction. Subsequent fills were placed in six to eight inch loose lifts, mixed with Portland cement, moisture conditioned as needed, and compacted to a minimum of 90% relative compaction by earth moving equipment. Import soil was used to reach near finish grades, footing spoils will be used in the upper six inches to reach finish grades. The house pad is approximately twelve inches above original grade and the garage is approximately twelve inches below original grade. Limits of grading are shown on the attached Plate 1. Equipment used for compacting the fill soils consisted of a Cat 299D rubber track loader. Soils were moisture conditioned by a water hose where needed. Earthwork was by JD Demolition and Grading. COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 2 W.O. 611321-03 Roush Grade Compaction Report April 22 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) flinch diameter mold; 1/30 ft; volume; 5 layers at 25 blows per layer; 10 lb. hammer dropped 18 inches 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 - RESIDENCE The residence shall be supported by a mat foundation. The structural engineer should design the thickness and reinforcement requirements for the mat foundation for the building based on the anticipated loading conditions. The mat foundation slab should be at least twelve inches thick, with a perimeter footing a minimum of 24 inches below the lowest adjacent grade. A modulus of subgrade reaction of 100 pci may be used in the design of the mat foundation. Reinforcement shall be determined by the structural engineer. The mat foundation may utilize an allowable bearing value of 1,800 pounds per square foot. 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. The structural engineer's reinforcing requirements should be followed if more stringent. All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, Inc. prior to placement of the capillary break. FOUNDATIONS -SECONDARY STRUCTURES Property line walls, planter walls, and other incidental foundations may utilize conventional foundation design. Continuous spread footings or isolated pads placed a minimum depth of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,500 pounds per square foot. This Classification Gp � timum Moisture % Max.yVe Dry Density, Ibs/ft3 ff Tan Fine to Medium Grainedy5115.0 Sand Mixed with Cemen[Gray Gravelly Fine to Coarse Grained Sand 7.5 130.0 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 - RESIDENCE The residence shall be supported by a mat foundation. The structural engineer should design the thickness and reinforcement requirements for the mat foundation for the building based on the anticipated loading conditions. The mat foundation slab should be at least twelve inches thick, with a perimeter footing a minimum of 24 inches below the lowest adjacent grade. A modulus of subgrade reaction of 100 pci may be used in the design of the mat foundation. Reinforcement shall be determined by the structural engineer. The mat foundation may utilize an allowable bearing value of 1,800 pounds per square foot. 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. The structural engineer's reinforcing requirements should be followed if more stringent. All foundation bottoms shall be observed and approved by COAST GEOTECHNICAL, Inc. prior to placement of the capillary break. FOUNDATIONS -SECONDARY STRUCTURES Property line walls, planter walls, and other incidental foundations may utilize conventional foundation design. Continuous spread footings or isolated pads placed a minimum depth of 24 inches below lowest adjacent grade may utilize an allowable bearing value of 1,500 pounds per square foot. This COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 3 W.O. 611321-03 Rough Grade Compaction Report April 22 2021 value is for dead plus live load and may be increased 1/3 for total including seismic and wind loads where allowed by code. 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 competent soil conditions. If unacceptable soil conditions are exposed mitigation will be recommended. Foundations shall be reinforced with a minimum of four #5 bars, two top and two bottom, The structural engineer's recommendations for reinforcement shall be utilized where more severe. 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 0.35. 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 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot, may be used for compacted fill 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. FLOOR SLABS Due to liquefaction potential at the subject site, it is recommended that a mat foundation be used for the proposed structure. The minimum thickness of the mat is twelve inches. Slab on grades shall be designed in accordance with current CBC codes. Site soils are non plastic. Subgrade soils shall exhibit a minimum relative compaction of 90% to the depth determined by the geotechnical engineer. The 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. COAST GEOTECHNICAL, Inc. to verify adequacy of subgrade soils prior to placement of vapor barrier or capillary break. Section 4.505.2.1 of the California Green Code requires the use of a capillary break between the slab subgrade and vapor barrier. The capillary break material shall comply with the requirements of the local jurisdiction and shall be a minimum of four inches in thickness. Geotechnically coarse clean sand is acceptable; however, some localities require the use of four inches of gravel (1/2 -inch or larger clean aggregate). If gravels are used, a heavy filter fabric (Mirafi 140N) shall be placed over the gravels prior to placement of the recommended vapor barrier to minimize puncturing of the vapor barrier. Additionally, a vibratory plate should be used over the gravels COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 4 W.O. 611321-03 Rough Grade Compaction Renort April 22 2021 prior to placement of the recommended filter fabric to smooth out any sharp protuberances and consolidate the gravels. Slab areas should be underlain by a vapor retarder consisting of an engineered plastic film (as described by ASTM:E-1745). In areas where a moisture sensitive floor covering will be used and/or where moisture infiltration is not desirable, a vapor barrier with a permeance of less than 0.01perms (consistent with ACI 302.2R-06) such as 15 mil. Stego Wrap Vapor Barrier, or equivalent, should be considered, and a qualified water proofing specialist should be consulted. The vapor barrier should be underlain by the above described capillary break materials 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. SEISMIC DESIGN Based on the current CBC and ASCE 7-16, the following seismic design parameters are provided. These seismic design values were determined utilizing latitude 33.60520 and longitude -117.89664 and calculations from the SEAOC/OSHPD Seismic Design Tool. The site class D -Default was assigned to site earth materials. • Site Class = D -Default • Mapped 0.2 Second Spectral Response Acceleration, Ss = 1.387g • Mapped One Second Spectral Response Acceleration S, = 0.492g • Site Coefficient from Table 1613A5.3(1), Fa = 1.2 • Site Coefficient from Table 1613A5.3(2), Fv = 1.808 • Maximum Design Spectral Response Acceleration for short period, SMs = 1.664g • Maximum Design Spectral Response Acceleration for one -second period, SM, = 0.890g • 5% Design Spectral Response Acceleration for short period, SDS = 1.109g • 5% Design Spectral Response Acceleration for one -second period, Sp, = 0.593g The Fv, SM,, and SD, are calculated based on Table 11.4-2 of ASCE7-16. 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 ofASCE7-16. SETTLEMENT The maximum total post -construction static 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 40 feet. Seismic induced settlements are addressed in the original report. EXPANSIVE SOILS Results of expansion tests indicate that the near surface soils have a very low expansion potential. COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 5 W.O. 611321-03 Rough Grade Compaction Report April 22 2021 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 maximum 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, slurry backfill will be recommended. Hardscape and slab subgrade areas shall exhibit a minimum of 90% relative compaction to a depth of at least one foot. Deeper removal and recompaction may be required if unacceptable conditions are encountered. These areas require testing just prior to placing concrete. Hardscape shall be at least four inches thick and reinforced with #3 bars on 18 inch centers both ways. CHEMICAL ANALYSIS An on-site soil sample showed a soluble sulfate content of 61 ppm, which is a negligible sulfate exposure. Concrete with Type 11 2,500 psi may be utilized; however, the saltwater environ may cause damage to exposed concrete and a designed concrete should be considered. 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 storm/site 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, are not recommended. All storm/site water drainage pipes should be in conformance with the requirements of Table 1102.5 of the 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. COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 6 W.O. 611321-03 Rough Grade Compaction Report April 22 2021 We do not recommend the use of infiltration best management practice (BMP) such as bottomless trench drains, infiltration trenches, infiltration basins, dry wells, permeable pavements or similar systems designed primarily to percolate water into the subsurface soils within five 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: • Foundation excavations • Testing of fills placed to reach finish grades • Backfill and compaction testing of interior and exterior trenches • Slab subgrade compaction testing prior to placement of capillary break • Hardscape subgrade compaction 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, 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 Rather 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, IAT^ Ming-Tamg Chen RCE 54011 COAST GEOTECHNICAL, INC. Mr. and Mrs. Keasey 7 W.O. 611321-03 Rough Grade Compaction Report April 22, 2021 COMPACTION TEST RESULTS TABLE 1 Test No. Location Below Proposed Grade (ft) Moisture Content . % Dry Unit Weight (lbs/ft) oil $ p Type Relative Compaction % Date 1 Pad Area 3.5-4.0 13.8 106.8 I 92.9 4/19/21 2 Pad Area 3.54.0 14.4 106.0 I 92.2 4/19/21 3 Pad Area 2.0--2.5 13.3 105.9 I 92.1 4/19/21 4 Pad Area 2.02.5 12.5 105.7 I 91.9 4/19/21 5 Pad Area 2.53.0 14.5 106.1 I 92.3 4/20/21 6 Pad Area 2.5-3.0 13.9 105.6 I 91.8 4/20/21 7 Pad Area 1.52.0 10.1 105.1 I 91.4 4/20/21 8 Pad Area 1.01.5 11.7 105.2 I 91.5 4/20/21 9 Pad Area 0.0-0.5 12.5 105.8 I 92.0 4/20/21 10 Pad Area 0.00.5 9.0 121.6 II 93.5 4/21/21 F.G.: Finish Grade COMPACTION TEST LOCATIONS Topaz Avenue Alley Scale: 1" - 16' Approximate Compaction rest Location approximate Limits of Grading Rough Grade Compaction Report Work Order 611321-03 120 Topaz Avenue California I Plate No. COAST GEOTECHNICAL, INC. CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 17681 Newport Beach, CA 92658-8915 www newoort achc& ggv 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 suryeys 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 Engineer/Surveyor's Address Job Address Setbacks: Sketch a site plan and specify surveyed setbacks (use back page). r Top of slab/floor elevation: 91.06 License # - 18. QQ.(" CA 'Ings * 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 0, per City approved from plans: plans. Describe any deviations I certify that top of slab/floor elevation(s) is 14 is not 0, per City approved drawings. Describe any deviations from plans: MAU 6e 9021, 9 Date Folma/SetbacksandTopotSlabElevatimCort. CIVIL �vv- C.L. TOPAZ AVENUE iuu-z-m 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 Structural Observation Report Project Address: 1 Report Date: , n A �Ja 6A O/Z-/ CNB Inspector Name: CNB Permit #: Building Owner Name: Owner's Mailing Address (if different from site); Owner's Telephone* CNB Plan Check #: D% &v 4 V 6 A sE ❑ Concrete 44 -400-91972 txpf-ate Full Name of Structural Observer (SO): 5, Iff, SO E-mail Address: ih. ►. SO Telephone #: 6 SO License / Reg. #: 141 Nt (A Vzz ni 6"P—„„ , ❑ Caissons, Piles, Grade Beams SS J ,I _ I _ 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 construction stage to verify that the structure is in general conformance with thes txpf-ate ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck final acceptance of the structural systems by the City of Newport Beach, Building .�T �.,-�� �`\? ❑ Caissons, Piles, Grade Beams Wood or Manuf. Shear Panels ❑ Masonry Wood F 4 q pq ;WC, emnom ;L >4. ❑ Other: ❑ Other: ❑ Other: ❑ Other: tx 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: ;I 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 thes txpf-ate approved construction documents; 4 3. 1 understand that all deficiencies which I have documented must be corrected, prior to v^ _ . final acceptance of the structural systems by the City of Newport Beach, Building .�T �.,-�� �`\? Divis' n n \ i� \F C r STAMP OF STRUCTURAL OBSERVER ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED,EMPLOYEES OF THE CITY OF NEWPORT BEACH. 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.aov 1 (949) 644-3200 Structural Observation Report Project Address: To�� Report Date: aCNB Inspector Name: CNB Permit #: Building Owner Name: Owner's Mailing Address (N different from site): Owner's Telephone #: CNB Plan Check #: Uyiip kCA56-14.400 ❑ Concrete peflumeTEIL 4* i re-etS Fr4-s Full Name of Structural Observer (SO): SO E-mail Address: SO Telephone #: SO License I Reg. #: MI Hus2rz,:56. m 'h. s¢,s r as it • Co.A lit - o"/-3 f6 ❑ Wood or Manuf. Shear Panels V PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNFCTIONS nRSFRVFn rehaetr snnfieahra hnraal FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED De Conventional Footings 8r61ab. ❑ Concrete ❑ Steel ❑ Concrete peflumeTEIL 4* i re-etS Fr4-s ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf. Shear Panels ❑ Masonry ❑ Wood ❑ Other: ❑ Other: ❑ Other: ❑ Other: IKJTEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. 13 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: �FE-SSr 1. 1 am the licensed design professional retained by the owner to be in responsible4 j;: 1< 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 < 5 construction stage to verify that the structure is in general conformance with the ; N r approved construction documents;3-31-Z�2 3. 1 understand that all deficiencies which I have documented must be corrected, prior to '- Exp final acceptance of the structural systems by the City of Newport Beach, Building Div' on. i9 �UCT�R fir' r p TF OF CAS-��� STAMP OF RAL OBSERVER NOT WANE ANY REOUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. roans%Simnnra]ObservationPepon&lnstmctions 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.newr)ortbeachca.aov 1 (949) 644-3200 Structural Observation Report Project Address: Report Date: CNB Inspector Name: CNB Permit #: T P 18 O ❑ Conventional Footings & Slab ❑ Concrete Building Owner Name: Owner's Mailing Addres (if different from site); Owner's Telephone* CNB Plan Check #: DA -vii> ASS ❑ Masonry IW- LIDO - 96 ❑ Steel Deck Full Name of Structural Observer (SO): 5 6- SO E-mail Address: SO Telephone #: SO License / Reg. #: $ hnih-ses is co,,, , SSS- 3 316 PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS OBSERVED (check aoolicable boxes) FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED ❑ Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete Ot Mat Foundation, ❑ Masonry ❑ Concrete ❑ Steel Deck �Z N1k T F nAl ` H «Efl`r�' S. ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf. Shear Panels ❑ Masonry ❑ Wood ❑ 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 U OBSERVER ANY REQUIREMENTS FOR BUILDING INSPECTION BY AUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. & / - __.W CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT N+a BUILDING DIVISION OP, 100 Civic Center Drive P.O. Box 1768 Newport Beach, CA 92658-8915 CH1.JFOFN www.newportbeachca.gov ( (949) 6443200 BUILDING HEIGHT CERTIFICATION Project Street Address: _ 120 TO PiLz A vie+_ Building Permit 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: O NAV088 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 (3:12 slope or greater) I. Approved elevation point of ridge is -37-53 and actual elevation point is 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 a1(awavtc.t f- 1'Dt7r rf�cr,a1 her t�ect-, 1. Approved elevation point of flat roof or parapet is and actual elevationpoint i 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: LOIS in compliance with the City -approved plans. OIS NOT in compliance with the City -approved plans (Provide explanation). Please describe any deviation from the City -approved plans on A _ eyorpr Civil Engineer's* signature and seal (Wet stamp and signature required) * License number of 33965 or lower rkn12.21.21 -' CLVIt. Pormelauilding Height Cviifientian lVgylb 2�¢it. i. JUNE 1% 2o21 Date Scan to Validate PROJECT SUMMARY Code: 2019 Standards Project Name: 120 Topaz Ave HERS VERIFIABLEO COMPLETE Address: 120 Topaz Ave. MEASURES City, State, Zip: Newport Beach, CA 92662 Performance Compliance Building Department: Newport Beach, city of ENERGY CODE COMPLETE Permit Number: X20202898 COMPLIANCE Building Energy Code: 2019 Standards CERTIFICATE OF COMPLIANCE (CF1 R) DATE DOCUMENT TITLE REGISTRATION NUMBER 08/16/2021 CF1R-PRF-01-E Performance Compliance 421-P010121278A-000-000-0000000-0000 CERTIFICATE OF INSTALLATION (CF2R) DATE DOCUMENT TITLE REGISTRATION NUMBER 08/23/2021 CF2R-ENV-01-E Fenestration 421-P010121278A-001-000-E01001A-0000 08/23/2021 CF2R-ENV-03-E Insulation Installation 421-P010121278A-001-000-E03002A-0000 08/23/2021 CF2R-ENV-04-E Roofing Radiant Barrier 421-P010121278A-001-000-E04003A-0000 08/23/2021 CF2R-PVB-01-E Photovoltaic Systems 421-P010121278A-001-000-P01004A-0000 DDU-1 -(1/1) 08/23/2021 CF2R-ENV-21-H QII 421-P010121278A-001-001-E21001A-0000 08/23/2021 CF2R-ENV-22-H QII 421-P010121278A-001-001-E22002A-0000 01/18/2022 CF2R-LTG-02-E Lighting 421-P010121278A-001-001-L02003A-0000 01/18/2022 CF2R-MCH-01a-E HVAC, Ducts and Fans 421-P010121278A-001-001-M01005A-0000 01/18/2022 CF2R-MCH-27d-E Mechanical Ventilation 421-P010121278A-001-001-M27006A-0000 01/18/2022 CF2R-PLB-02a-E Single Family Hot Water 421-P010121278A-001-001-B02004A-0000 - continued on neat page - �`t• S tt CHEERNOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using information that has been uploaded to that registration platform by third parties that are not afflicted or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this certificate. STATUS O STATUS O O Page 1 of 4 Scan to Validate CERTIFICATE OF INSTALLATION (CF2R) DATE DOCUMENT TITLE REGISTRATION NUMBER STATUS DDU-1 -(1/1) (1ST FL) 01/18/2022 CF2R-MCH-20a-H Duct Leakage 421-P010121278A-001-001-M20007A-0000 01/18/2022 CF2R-MCH-22a-H Fan Efficacy 421-P010121278A-001-001-M22009A-0000 01/18/2022 CF2R-MCH-23a-H Airflow Rate 421-P010121278A-001-001-M23008A-0000 DDU-1 -(1/1) (2ND FL) 01/18/2022 CF2R-MCH-20a-H Duct Leakage 421-P010121278A-001-001-M20010A-0000 01/18/2022 CF2R-MCH-22a-H Fan Efficacy 421-P010121278A-001-001-M22012A-0000 01/18/2022 CF2R-MCH-23a-H Airflow Rate 421-P010121278A-001-001-M23011A-0000 DDU-1 -(1/1) (DDU-1 I :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2:3) 01/18/2022 CF2R-MCH-26-H High SEER & EER 421-P010121278A-001-001-M26013A-0000 01/18/2022 CF2R-MCH-26-H High SEER & EER 421-P010121278A-001-001-M26014A-0000 DDU-2 -(1/1) 08/23/2021 CF2R-ENV-21-H QII 421-P010121278A-001-002-E21001A-0000 08/23/2021 CF2R-ENV-22-H QII 421-P010121278A-001-002-E22002A-0000 01/18/2022 CF2R-LTG-02-E Lighting 421-P010121278A-001-002-L02003A-0000 01/18/2022 CF2R-MCH-01a-E HVAC, Ducts and Fans 421-P010121278A-001-002-M01005A-0000 01/18/2022 CF2R-MCH-27d-E Mechanical Ventilation 421-P010121278A-001-002-M27006A-0000 01/18/2022 CF2R-PLB-02a-E Single Family Hot Water 421-P010121278A-001-002-B02004A-0000 AftVA DDU-2 -(1/1) (BACK) 01/18/2022 CF2R-MCH-20a-H Duct Leakage 421-P010121278A-001-002-M20007A-0000 01/18/2022 CF2R-MCH-22a-H Fan Efficacy 421-P010121278A-001-002-M2201 OA -0000 APAqu - - continued on nextpage - t• t NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using \I % C H E E RS 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 page 2 of 4 information contained in this certificate. Scan to Validate CERTIFICATE OF INSTALLATION (CF2R) DATE DOCUMENT TITLE REGISTRATION NUMBER STATUS 01/18/2022 CF2R-MCH-23a-H Airflow Rate 421 -P01 01 21278A-001-002-M23008A-0000 DDU-2 -(1/1) (DDU-2 I :Heat Pump System 2:Air Distribution System 2:HVAC Fan 2:2:3) 01/18/2022 CF2R-MCH-26-H High SEER & EER 421-P010121278A-001-002-M26009A-0000 CERTIFICATE OF VERIFICATION (CF3R) DATE DOCUMENT TITLE REGISTRATION NUMBER DDU-1 -(1/1) 08/23/2021 CF3R-ENV-21-H QII 08/23/2021 CF3R-ENV-22-H QII DDU-1 -(1/1) (1ST FL) 01/18/2022 CF3R-MCH-20a-H Duct Leakage 01/18/2022 CF3R-MCH-22a-H Fan Efficacy 01/18/2022 CF3R-MCH-23a-H Airflow Rate 421-P010121278A-001-001-E21001A- E21A 421-P010121278A-001-001-E22002A- E22A 421-P010121278A-001-001-M20007A- M20A 421 -PO 10121278A-001-001-M22009A- M22A 421 -PO 10121278A-001-001-M23008A- M23A DDU-1 -(1/1) (2ND FL) 01/18/2022 CF3R-MCH-20a-H Duct Leakage 421-P010121278A-001-001-M20010A- M20A 01/18/2022 CF3R-MCH-22a-H Fan Efficacy 421-P010121278A-001-001-M22012A- M22A 01/18/2022 CF3R-MCH-23a-H Airflow Rate 421-P010121278A-001-001-M23011A- M23A DDU-1 -(1/1) (DDU-1 I :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2:3) 01/18/2022 MR -MCH -26-H High SEER & EER 421-P010121278A-001-001-M26013A- M26A 01/18/2022 CF3R-MCH-26-H High SEER & EER 421-P010121278A-001-001-M26014A- M26A DDU-2 -(1/1) 08/23/2021 CF3R-ENV-21-H QII - continued on next page - 421 -PO 10121278A-001-002-E21001A- E21 A C STATUS 0 r+rt NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using `I information that has been uploaded to that registration platform by third parties that are not affiliated or related to C F'I E E RS CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the page 3 of 4 information contained in this certificate. CERTIFICATE OF VERIFICATION (CF3R) DATE DOCUMENT TITLE REGISTRATION NUMBER 08/23/2021 CF3R-ENV-22-H QII 421 -PO 10121278A-001-002-E22002A- E22A DDU-2 -(1/1) (BACK) 01/18/2022 CF3R-MCH-20a-H Duct Leakage 421-P010121278A-001-002-M20007A- M20A 01/18/2022 CF3R-MCH-22a-H Fan Efficacy 421-P010121278A-001-002-M22010A- M22A 01/18/2022 CF3R-MCH-23a-H Airflow Rate 421-P0l0121278A-001-002-M23008A- M23A DDU-2 -(1/1) (DDU-2 I :Heat Pump System 2:Air Distribution System 2:HVAC Fan 2:2:3) 01/18/2022 CF313-MCH-26-1-1 High SEER & EER 421 -PO 10121278A-001-002-M26009A- M26A Scan to Validate STATUS I 00 00 r'1 t^rf NOTICE: This compliance summary report has been generated by a registration platform provided by CHEERS using information that has been uploaded to that registration platform by third parties that are not affiliated or related to C H E E RS CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the page 4 of 4 information contained in this certificate.