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Home My WebLink About1098 MAGNOLIA AVE; ; CBRA2023-0090; PermitBuilding Permit Finaled (city of Carlsbad Residential Associated Permit Print Date: 09/16/2024 Job Address: 1098 MAGNOLIA AVE, CARLSBAD, CA 92008-2538 Permit No: Status: CBRA2023-0090 Closed -Finaled Permit Type: BLDG-Associated Permit Residential Work Class: Single Family Detached Parcel#: 2051912900 Track#: Valuation: $575,943.13 Lot#: Occupancy Group: #of Dwelling Units: 1 Project#: Plan#: Bedrooms: Construction Type: Bathrooms: Occupant Load: Orig. Plan Check #: PC2022-0001 Plan Check #: Code Edition: Sprinkled: Project Title: -Description: NEW (3,538 SF) DWELLING, (636 SF) ROOF DECK, (312 SF) PATIO, (599 SF) GARAGE Applicant: Property Owner: KIRK MOELLER ARCHITECTS INC KIRK MOELLER DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 2888 LOKER AVE E, # STE 220 CARLSBAD, CA 92010-6685 (760) 814-8128 FEE ATTACHED ACCESSORY & UTILITY USES DETACHED ACCESSORY & UTILITY USES PUBLIC FACILITIES FEES -outside CFO 1098 MAGNOLIA AVE CARLSBAD, CA 92008-2538 SB1473 -GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY l" Displacement SEWER CONNECTION FEE (General Capacity all areas) SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SM IP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium TRAFFIC IMPACT Residential Single Fam. Outside CFO WATER CONNECTION 1" Ultrasonic (P) WATER METER FEE 1" Potable-Ultrasonic WATER TREATMENT CAPACITY 1" Displacement Total Fees: $40,919.81 Total Payments To Date: Building Division $40,919.81 Applied: 07/10/2023 Issued: 07/17/2023 Finaled Close Out: 09/10/2024 Final Inspection: 08/15/2024 INSPECTOR: de Roggenbuke, Dirk Renfro, Chris Balance Due: AMOUNT $958.33 $958.33 $20,158.01 $24.00 $5,700.00 $1,074.00 $2,207.64 $0.50 $292.00 $69.00 $4,050.00 $4,870.00 $399.00 $159.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBRA2023-0090) Permit Type: BLDG-Associated Permit Residenti, Application Date: 07/10/2023 Owner: TRUST DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 Work Class: Single Family Detached Issue Date: 07/17/2023 Subdivision: ALLES AVOCADO ACRES RESUB Status: Closed -Finaled Expiration Date: 11/12/2024 IVR Number: 50517 OFPOR Address: 1og@,MAGNOLIA AVE CARLSBAD, CA 92008-2538 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 07/19/2023 07/19/2023 BLDG-SW-Pre-Con Checklist Item 217860-2023 COMMENTS Status Passed Chris Renfro Complete Passed Yes BLDG-Building Deficiency NOTES Created By Angie Teanio TEXT Created Date 925-705-6173 Mehrdad / 760-519-1004 Mike, 07/18/2023 08/03/2023 08/03/2023 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item superintendent 219527-2023 Partial Pass Chris Renfro COMMENTS BLDG-Building Deficiency BLDG-12 Steel/Bond Beam Checklist Item 219528-2023 COMMENTS Passed Chris Renfro BLDG-Building Deficiency 08/25/2023 08/25/2023 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Checklist Item 222001-2023 Partial Pass Dirk de Roggenbuke COMMENTS BLDG-Building Deficiency 8/25/23 sub floor framing ok 09/05/2023 09/05/2023 BLDG-21 Underground/Underflo or Plumbing Checklist Item 222761-2023 Partial Pass Chris Renfro COMMENTS BLDG-Building Deficiency Underfloor plumbing in raised foundation, subfloor. OK to insulate and sheet. 09/11/2023 09/11/2023 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Checklist Item 223477-2023 Passed Dirk de Roggenbuke COMMENTS BLDG-Building Deficiency 8/25/23 sub floor framing ok 9/11 /23 sub floor sheathing ok 09/29/2023 09/29/2023 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Tuesday, September 10, 2024 225450-2023 Partial Pass Chris Renfro Reinspection Incomplete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Complete Passed Yes Reinspection Incomplete Page 1 of 3 PERMIT INSPECTION HISTORY for (CBRA2023-0090) Permit Type: BLDG-Associated Permit Residenti, Application Date: 07/10/2023 Owner: TRUST DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 Work Class: Single Family Detached Issue Date: 07/17/2023 Subdivision: ALLES AVOCADO ACRES RESUB OFPOR Status: Closed -Finaled Expiration Date: 11/12/2024 Address: 10~ MAGNOLIA AVE IVR Number: 50517 CARLSBAD, CA 92008-2538 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency 2nd story deck nailing Yes 11/02/2023 11/02/2023 BLDG-15 Roof/ReRoof 229256-2023 Cancelled Chris Renfro Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/07/2023 11/07/2023 BLDG-15 Roof/ReRoof 229618-2023 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/11/2023 12/11/2023 BLDG-13 Shear 232963-2023 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/05/2024 02/05/2024 BLDG-84 Rough 238681-2024 Partial Pass Chris Renfro Re Inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready. Need exterior wrapped, and No watertight. BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 02/20/2024 02/20/2024 BLDG-84 Rough 239808-2024 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 03/11/2024 03/11/2024 BLDG-82 Drywall, 241280-2024 Passed Chris Renfro Complete Exterior Lath, Gas Test, Hot Mop Tuesday, September 10, 2024 Page 2 of 3 PERMIT INSPECTION HISTORY for (CBRA2023-0090) Permit Type: BLDG-Associated Permit Residenti: Application Date: 07/10/2023 Owner: TRUST DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 Work Class: Single Family Detached Issue Date: 07/17/2023 Subdivision: ALLES AVOCADO ACRES RESUB Status: Closed -Finaled Expiration Date: 11/12/2024 IVR Number: 50517 OF POR Address: 1098MAGNOLIA AVE CARLSBAD, CA 92008-2538 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall BLDG-23 Gas-Test-Repairs Status COMMENTS 05/16/2024 05/16/2024 BLDG-33 Service 248778-2024 Passed Chris Renfro Change/Upgrade Checklist Item COMMENTS BLDG-Building Deficiency 07/31/2024 07/31/2024 BLDG-Final Inspection 256415-2024 Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Pre-final walk. Need to address stair handrail. Need final paperwork. 08/08/2024 08/08/2024 BLDG-Final Inspection 257299-2024 Failed Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Not ready: Pre-final walk. Need to address stair handrail. Need final paperwork. 08/15/2024 08/15/2024 BLDG-Final Inspection 257940-2024 Passed Chris Renfro Tuesday, September 10, 2024 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Passed Yes Yes Yes Yes Complete Passed Yes Reinspection Incomplete Passed No Yes Yes Yes Yes Reinspection Incomplete Passed No Yes Yes Yes Yes Complete Passed Yes Yes Yes Yes Yes Page 3 of 3 - October 29, 2021 Mehrdad Dokhanchy 1098 Magnolia A venue Carlsbad, California 92008 SUBJECT: File No. 1106F6-21 SITE INSPECTION Dear Mr. Dokhanchy: SCOPE Proposed Residential Building Site Next to 1098 Magnolia Avenue City of Carlsbad P.O. Box 1195 Lakeside, California 92040 (619) 443-0060 c,rv j In accordance with your request, a Site Inspection has been performed at the subject site. The purpose of this investigation was to examine existing site conditions and provide engineering recommendations for the proposed two story single family residence. If project details vary significantly from those described, Soil Testers should be notified prior to final submittal for revision and possible revision of the recommendations presented herein. It is our understanding that the septic system layout and grading plan have not been finalized . We should be provided this information for review for possible modifications to this report and recommendations. This report is issued with the understanding that it is the responsibility of the owner or the owner's representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. FIELD INSPECTION In order to accomplish this purpose, a representative of this firm visited the site, reviewed the topography and site conditions and visually and textually classified the surface and near surface soils. Representative samples of the on-site soils were obtained from 2 test 1 Mehrdad Dokhanchy File No. 1106F6-21 October 29, 2021 explorations approximately 4 feet m depth and tested for density, shear strength and expansive characteristics. SITE CONDITIONS The subject site is located on the northerly side of Magnolia A venue. The site is a relatively level vacant lot with a wood fence along the north and west property lines. Neighbo,ing properties are occupied by single family residential structures. Fill materials were not encountered, and loose native soils were encountered to a depth of approximately 3 to 4 feet during the course of this inspection. SOIL CONDITIONS Soils encountered in the test explorations were native soils consisting of loose to firm, brown, moist, fine, silty sands to the bottom of the explorations approximately 4 feet. The soils we encountered were not considered to be detrimentally expansive with respect to change in volume with change in moisture content. CONCLUSIONS AND RECOMMENDATIONS l. A representative sample of the foundation soil was remolded to 90% of maximum dry density. Based on the following test results, a safe allowable bearing value of at least 2000 pounds per square foot for 12 inch deep footings may be used in designing the foundations and slab for the proposed structures. This value may be increased by one third for wind and/or seismic loading. This value may be increased by 20 percent for each additional foot of depth and or width to a maximum of 3 times the designated value. Maximum Dry Density Optimum Moisture Angle of internal friction Cohesion Unit weight Expansion Index 131.9 pcf 8.6% 30° 164 psf 120.2 pcf 21 2. Lateral resistance to horizontal movement may be provided by the soil passive pressure and friction of concrete to soil. An allowable passive pressure of 250 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.35 is recommended. The soils passive pressure may be increased by 1/3 for wind and seismic loading. 2 Mehrdad Dokhanchy File No. l 106F6-2 l October 29, 2021 3. The seismic parameters for the site coordinates 33.1560767°N, 117.3360538 °W for assumed Site Class D are as follows: • Ss = 1.058 g • Si = 0.383 g Sms = 1.269 g Sm1 = nu11 Sds = 0.846 g Sd1 = null 4. The loose, compressible native soils we encountered should not be utilized to support the proposed new structure. They should be recompacted to at least 90 percent of ma,'{imum dry density in accordance with the Grading Specifications in this report in order to provide adequate support for the proposed new structures. Anticipated depth of recompaction is 3 to 4 feet. The recompaction should extend at least five feet outside the proposed building footprints. Organic materials and roots must be removed from the soils before replacement. A representative of Soil Testers should be onsite to approve the removal of the loose soils prior to placement of fill soils. 5. Conventional spread footings founded a minimum of 12 inches below lowest adjacent grade and having a width determined by the allowable soil bearing value as detailed above are recommended for foundation support. Footing widths should be at least 12 inches for continuous footings and 24 inches for square footings due to practical considerations as well as Building Code requirements. These recommendations are based entirely upon the soil types and do not take into consideration the requirements of the proposed structure. 6. Reinforcing in footings should consist of at least one #4 steel bar placed continuously in the top and bottom of continuous footings regardless of structural requirements. Reinforcing for isolated footings is dictated by the structural requirements. These recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. 7. Concrete Slab-On-Grade, SOG, should be designed by the project's structural engineer based on anticipated loading conditions. We recommend that conventional reinforced concrete SOG for this project be founded on 4 inches of Class II Virgin Aggregate Base (with approximately 2% +/-over optimum moisture content and 90% compaction, relative to the lab maximum dry density, ASTM D 1557), overlying a 12 inch thick zone of adequately placed and compacted structural fill. We recommend that a moisture barrier be provided by a membrane, visqueen 10 mils in minimum thickness or equivalent, be placed at top of well compacted Class 3 _ Mehrdad Dokhanchy File No. l 106F6-21 October 29, 2021 II Aggregate Base, then covered with 2 inches of moist clean sand having a minimum sand equivalent of 30 when tested in accordance with the American Society of Testing and Materials test method 'ASTM DI 555. Floor slabs, as a minimum, should be 5 inches thick with #4 reinforcing steel at 16" on-center each way. Reinforcement should be placed at mid-height of the slab. The final slab thickness and reinforcement should be determined by the structural design engineer. Control joints should be provided in accordance with the recommendations of the structural design engineer. SITE EROSION CONTROL During the construction, surface water should be controlled via berms, gravel bags and/or sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface grades or other methods to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best management Practices (BMP's) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. SITE AND SURF ACE DRAINAGE Drainage at the site should be directed away from foundations, collected and tight lined to appropriate discharge points. Consideration may be given to collecting roof drainage by eave gutters and directing it away from foundations via non-erosive devices. Water, either natural or from irrigation, should not be permitted to pond, saturate the surface soils or flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not be planted adjacent to foundations or paved areas. The type of drainage issues found within the project and materials specified and used should be determined by the Engineer of Record. GROUNDWATER AND SURFACE WATERS There was no indication of a near-surface groundwater table within our exploratory trench or perched groundwater. Although groundwater is not expected to be a significant constraint to the proposed development, our experience indicates that near-surface groundwater conditions can develop in areas where no such groundwater conditions previously existed, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation or unusually heavy precipitation. It is 4 Mehrdad Dokhanchy File No. 1106F6-21 October 29, 2021 anticipated that site development will include appropriate drainage provisions for control and discharge of surface water runoff. The type of drainage issues found within the project and materials specified and used should be determined by the Civil Engineer. The type of plants and soil specified along with proper irrigation used should be determined by the Landscape Architect. The following grading specifications should be utilized if grading is proposed. RECOMMENDED GRADING SPECIFICATIONS For Proposed Residential Building Site Next to 1098 Magnolia Avenue City of Carlsbad GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed to inspect and test earthwork in accordance with these specifications, the accepted plans, and the requirements of any jurisdictive governmental agencies. They are to be allowed adequate access so that the inspections and tests may be performed. The Engineer shall be apprised of schedules and any unforeseen soil conditions. Substandard conditions or workmanship, inadequate compaction, adverse weather, or deviation from the lines and grades shown on the plans, etc., shall be cause for the engineer to either stop construction until the conditions are corrected or recommend rejection of the work. Refusal to comply with these specifications or the recommendations and/or interpretations of the engineer will be cause for the engineer and/or his representative to immediately terminate his services. A pre-construction meeting or conference with the developer, contractor, civil engineer, soil engineer, and the agency inspector in attendance should be held at the site prior to the beginning of the grading operations. Special soil handling requirements can be discussed at that time. Grading of the site should commence with the removal of all vegetation and existing improvements from the area to be graded. Deleterious material and debris such as broken asphalt and concrete, underground pipe materials, wires, trash, etc. if encountered, should be exported from the site and should not be mixed with the fill soils. Abandoned foundations and buried septic tanks or cisterns (if encountered) should be removed and the subsequent depressions and /or trenches should be filled with properly compacted materials as part of the remedial grading. 5 Mehrdad Dokhanchy File No. 11 06F6-2 l October 29, 2021 All fill and backfill soils should be placed in horizontal loose layers approximately 8 inches thick, moisture conditioned to a water content of one to three percent above optimum moisture content, and compacted to at least 90 percent relative compaction, as determined by ASTM Test Method D 1557-00. The excavation bottom should then be scarified to a depth of approximately 6 to 8 inches, moisture-conditioned to 1 to 3 percent above optimum moisture content, and re- compacted to a minimum relative compaction of 90 percent in accordance with ASTM D 1557-00. Excavated sandy or clayey soils should then be uniformly moisture conditioned at above optimum moisture content, placed in 8-inch-thick loose layers and compacted to a relative compaction of at least 90 percent. Import fill soil, if required, should consist of granular materials with low expansion potential (EI less than 50 or stated by the soil engineer) and should be compacted as indicated herein. Soil Testers should be notified of the import source and should perform laboratory testing of the soil prior to its arrival at the site to determine its suitability as fiH material. Deviations from the recommendations of the Soil Report, from the plans, or from these Specifications must be approved in writing by the owner and the contractor and endorsed by the engineer. SOIL TEST METHODS: Maximum Density & Opt Moisture Density of Soil In-Place --ASTM Dl557-70 --ASTM Dl556, D2922 and D3017 Soil Expansion Shear Strength Gradation & Grain Size Capillary Moisture Tension Organic Content --UBC STANDARD 29-2 --ASTM D3080-72 --ASTM Dl 140-71 --ASTM D2325-68 --% Weight loss after heating for 24 hours at 300° F and after deducting soil moisture. LIMITING SOIL CONDITIONS: Minimum Compaction Expansive Soils Insufficient fines Oversized Particles 90% for 'disturbed' soils. (Existing fill, newly placed fill, plowed ground, etc.) 84% for natural, undisturbed soils. 95% for pavement subgrade within 2' of finish grade and pavement base course. Expansion index exceeding 20 Less than 40% passing the #4 sieve. Rocks over 10" in diameter. 6 Mehrdad Dokhanchy File No. 1106F6-21 October 29, 2021 PREPARATION OF AREAS TO RECEIVE FILL: Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill. Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be stepped uphill with benches l 0' or greater in width. Scarify area to receive fill to 6" depth and compact. FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive organics. On-site disposition of oversized rock or expansive soils is to be at the written direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be compacted and tested. SUBDRAINS shall be installed if required by and as directed by and detailed by the engineer and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set in a minimum cover of 4" of filter rock in a 'vee' ditch to intercept and drain free ground from the mass fills. Perforated pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile Butadienne Styrene plastic. Rock filter material shall conform to the following gradation: Sieve size: %Passing: 3/4" 90-100 #4 25-50 #30 5-20 #200 0-7 Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity. Drains found inoperable shall be excavated and replaced. CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to mitigate the expansive potential is used, the cap should be compacted, non-expansive, select soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of 8' beyond the exterior perimeter of the structure. Special precautions should be taken to ensure that the non-expansive soil remains uncontaminated and the minimum thickness and dimensions around the structure are maintained. The expansive soils underlying the cap of non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation exceeding 90% before any construction supported by the compacted cap. The non-expansive soil comprising the cap should conform to the following: Minimwn Compaction Maximum Expansion Index Minimum Angle oflnternal Friction Cohesion Intercept 7 90% 30 33 Deg 100 psf Mehrdad Dokhanchy File No. 1106f 6-2 l October 29, 2021 UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions, which differ from those, described in the applicable current reports and documents for this property. Upon termination of the engineer's services for any reason, his fees up to the time of termination become due and payable. If it is necessary for the engineer to issue an unfavorable report concerning the work that he has been hired to test and inspect, the engineer shall not be held liable for any damages that might result from his 'unfavorable report'. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, CCC/mlj 8