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Home My WebLink About; 2930 SEGOVIA WAY; CBR2023-1993; PermitBuilding Permit Finaled Residential Permit Print Date: 02/19/2025 Job Address: Permit No: Status: {'Cityof Carlsbad CBR2023-1993 Closed -Finaled Permit Type: 2930 SEGOVIA WAY, BLDG-Residential 2550532000 $16,950.00 CARLSBAD, CA 92009-8230 Work Class: Second Dwelling Unit Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Applied: 04/20/2023 Issued: 07/18/2024 Finaled Close Out: 02/19/2025 Final Inspection: 12/11/2024 INSPECTOR: Renfro, Chris Description: PEYTON: DETACHED ACCESSORY DWELLING UNIT (500 SF) -STATE APPROVED MANUFACTURED HOME Applicant: Property Owner: US MODULAR INC BILL CAVANAUGH CO-OWNERS BRAY PEYTON H Ill AND COTHRAN ELLENE 140 E STETSON AVE, # 301 HEMET, CA 92543-7100 FEE BUILDING PLAN CHECK 2932 SEGOVIA WAY CARLSBAD, CA 92009 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY MANUFACTURED HOUSE/BUILDING -RESIDENTIAL PLUMBING, MECHANICAL & ELECTRICAL PERMITS SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1-Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $1,929.35 Total Payments To Date: $1,929.35 Contractor: US MODULAR INC 140 STETSON AVE, # 301 HEMET, CA 92543-7100 (619) 507-2727 Balance Due: AMOUNT $813.15 $197.00 $104.00 $20.00 $197.00 $221.00 $1.00 $2.20 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f \ www.carlsbadca.gov -~ ( City of RESIDENTIAL ~DING PERMIT Plan Check GRR2.o2~ -\<\C\~ Est. Value l l ~. b9~ ,ij5 Carlsbad /A ICATION > PC Deposit 9\~ .\5 8-1 Uc .. 2.0-2 ~ Date z.c\~ Job Address~Segovia Way Unit: APN: 255 053 20 00 CT /Project #: Lot#: Vear Built: BRIEF DESCRIPTION OF WORK: New Construction Accessory Dwelling Unit -State Approved Manufactured Home cf.g_j)ac:JJ, ~ New SF: Living SF, 653 Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? e Y o N New Fireplace? O YO N, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N Additional Gas or Electrical Features? □ Pool/Spa: ____ SF ------------- □Solar: ___ KW, ___ Modules, Mounted:ORoof OGround, Tilt: 0Y0 N, RMA: OY ON, Battery:O>YC N, Panel Upgrade: Ov ON Electric Meter number: ------------ 0th er: APPLICANT (PRIMARY CONTACT) Name: Miranda CAvanaugh Address: 140 E Stetson Ave City: Hemet State:_C_A __ Zip: 92543 Phone:6195072727 Email: biilc@usmodularinc.com PROPERTY OWNER Name: Bray Peyton Address: 2932 Segovia Way City: Carlsbad Phone:9518092668 Email: toddk@usmodularinc.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD State: CA Zip:_9_20_0_9 --- Name: _________________ Business Name:_u_s_M_o_du_Ia_r_In_c ___________ _ Address: Address: 140 E Stetson ave #301 City: ________ State: ___ Zip:_____ City: Hemet State:_C_A __ Zip: 92543 Phone: Phone: 951 670 9907 Email: Email: toddK@usmodularinc.com Architect State License: CSLB License#: 943047 Class: 8 ------- Carlsbad Business License# (Required):~" el APPLICANT CERTIFICATION: I certify that I have read the application ond state that the above information Is co"ect and that the information of the plans is accurate. I ":::m;::;,~~:;,~::::;:~~ ,.,,,,," bu;tdl~ ,~::::s:~clt ~ DATE: 04/17/2023 1635 Faraday Ave Carlsbad.CA 92008 Ph: 442-339-2719 Email: Bullding@carlsbadca.gov REV. 04122 .., THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A08U~DING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm underpenaltyof perjury that I am licensedunderprovisionsof Chapter9 (commencing with Section lOOO)of Division 3 of the Business and Professions Code, and my license is in full force and effect. J also affirm under penalty of perjury one of the f ol lowing declarat ions {CHOOSE ONE): D I have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ___________________________________________ _ -OR- [!) I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: _F_a_Hs_L_a_ke_R_re_a_n_d_C_asu_lty _______________ _ Polley No. FLA01310203 Expiration Date: _1_2,_1_61_20_2_3 ____________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to crlmlnal penaltles and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, If ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ lender's Address: ______________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations In existence at the time of their onstructlo unless otherwise noted. NAME {PRINT): Todd Kesseler SIGNATURE: DATE: 4 17 2023 Note: If the person signing above Is an authorized agent for the contract Id tter of authorization on contractor letterhead. -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if It has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:Ilwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All Improvements existing on the property were completed In accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): __________ SIGN: _________ DATE: _____ _ Note: If the erson sl nln above Is an authorized a ent for the ro rt owner Include form 8-62 sl ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled (cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-1993) Permit Type: BLDG-Residential Application Date: 04/20/2023 Owner: CO-OWNERS BRAY PEYTON H Ill AND COTHRAN ELLEN E Work Class: Second Dwelling Unit Issue Date: 07/18/2024 Subdivision: CARLSBAD TCT#73-02 Status: Closed -Finaled Expiration Date: 05/19/2025 Address: 2930 SEGOVIA WAY IVR Number: 48471 CARLSBAD, CA 92009-8230 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/31/2024 10/31/2024 BLDG-11 266302-2024 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/18/2024 11/18/2024 BLDG-81 Underground 268200-2024 Passed Chris Renfro Complete Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 Yes Underground-Underfloor Plumbing BLDG-31 Yes Underground-Conduit Wiring 12/11/2024 12/11/2024 BLDG-Final Inspection 270699-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, February 19, 2025 Page 1 of 1 LIMITED GEOTECHNICAL EVALUATION FOR PROPOSED ACCESSORY DWELLING UNIT (ADU) AT 2932 SEGOVI~ WAY, CARLSBAD SAN DIEGO COUNTY, iCITY OF CALIFORNIA 92009 APN ~55-053-20-QO ( FOR PEYTON BRAY ANO ELLEN COTHRAN C/0 US MOOULAR, INC. 140 E. STETSON AVENUE #301 HEMET, CALIFORNIA 92543 • W.O. 8640-A-SC SEPTEMBER 14, 2023 CBR2023-1993 2930 SEGOVIA WAY PEYTON: DETACHED ACCESSORY DWELLING UNIT (500 SF). STATE APPROVED MANUFACTURED HOME l l /· ' ., ,:' F 2550532000 4/30/2024 CBR2023-1993 • Geotechnical • Geologic • Coastal • Environmental 574i Palmer Way • Carlsbad, California 920i0 • (760) 438-3155 • FAX (760) 93i-09i5 • www.geosoilsinc.com Peyton Bray and Ellen Cothran c/o US Modular, Inc. 140 E. Stetson Avenue #301 Hemet, California 92543 Attention: Mr. Bill Cavanaugh September 14, 2023 W.O. 8640-A-SC Subject: Limited Geotechnical Evaluation for Proposed Accessory Dwelling Unit (ADU) at 2932 Segovia Way, City of Carlsbad, San Diego County, California 92009, APN 255-053-20-00 Dear Mr. Cavanaugh: In accordance with your request, GeoSoils, Inc. (GSI) presents this summary report of our limited geotechnical evaluation. The purpose of our study was to evaluate sbil parameters for the proposed new ADU at 2932 Segovia Way, City of Carlsbad, San Diego County, California. According to the architectural drawings by US Modular Inc., (USM, 2022) provided by you, the proposed ADU will be approximately 653 square feet, and is planned in the backyard western portion of the lot, south of the existing slope on the northern margin. It will include one (1) bedroom, utility room, kitchen/living room, and one (1) bath. It is our understanding that the unit Will be supported on perimeter footings with a crawl space beneath it. Building loads are assumed to be typical of this type of relatively light structure. The scope of our services includes a site reconnaissance, soil sampling, a review of documents presented in Appendix A (References), laboratory testing, engineering analyses, and preparation of this report. This summary report has been prepared for the sole purpose of providing a limited description of soil conditions onsite and laboratory testing results. It does not constitute a geotechnical evaluation of the overall stability or suitability of the site for development. This would have been performed prior to the government approval and original development of the site. FIELD STUDIES Site-specific field studies were conducted by GSI on July 13, 2023, and consisted of the advancement of two (2) exploratory excavations with a hand-auger, for an evaluation of near-surface soil and geologic conditions onsite. The auger excavations, HA-1 and HA-2, were located as shown on Figure 1 (Hand-Auger Boring Location Map), and logged by a representative of this office who collected representative bulk soil samples for appropriate laboratory testing. A description of the soils encountered is described below. I.IV r-.---............ ;, '\ \ \ I --------\ • N -..____,fu~~~ \t / I I I I I , I I I ' I I I , ' I , ,g :;,.;...:.:;= r ' r , '!' 11 HOU I I I I I I I I I I , , , f I ' I Base Map: US Modular, Inc., 2022, Bray, 2932 Segovia Way, Carlsbad, CA 92009, Assessors Parcel NO. 255-053-20-00, original scale 1" = 10', dated January 20. GS/LEGEND HA-2 APPROXIMATE LOCATIONS OF HAND AUGER BORINGS ALL LOCATIONS ARE APPROXIMATE This document or e-flle Is not part of the Construction Documents and should not be relied upon as being an accurate depiction of design. w.o. c. 8640-A-SC HAND-AUGER BORING LOCATION MAP Scale: 1" = 20' Figure 1 SOIL CONDITIONS General The earth material units that were observed and encountered at the subject site consist of a shallow layer of artificial fill overlying Tertiary-age Santiago Formation deposits, at shallow depth. A general description of each material type is presented as follows, from youngest to oldest. Artificial Fill (Afu) As observed in HA-1 and HA-2, undocumented artificial fill soil consists of brown clayey sand, and is loose in consistency. Tertiary-age Santiago Formation (Tsa) Tertiary-age Santiago Formation (considered bedrock at this site) was observed at shallow depth. As observed in HA-1 and HA-2, these deposits consist of light olive gray, silty sandstone, which was moist, and medium dense in consistency. The material then grades with depth to olive gray claystone, which was moist, and stiff in consistency. SEISMIC DESIGN General In the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass. This seismic potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters The following table summarizes the reevaluated site-specific design criteria obtained from the 2022 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads from the centroid of the site, 33.079178 latitude, -117.246301 longitude. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2023) has now been used to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O . 8640-A-SC September 14, 2023 Page 3 2022 CBC SEISMIC DESIGN PARAMETERS VALUE 2022 CBC PARAMETER per ASCE 7-16 or REFERENCE SIMPLIFIED METHOD Risk Category I, II', or II Table 1604.5 Site Class D Section 1613.2.2/ASCE 7-10 (Default) Chap. 20 Spectral Response -(0.2 sec), S1 0.981 g Section 1613.2.1 Figure 1613.2.1 (1) Spectral Response -(1 sec), $1 0.356 g Section 1613.2.1 Figure 1613.2.1 (2) Site Coefficient, F. 1.4 ASCE 7-10 (Table 11.4-1) 5% Damped Design Spectral ~esponse 0.916 g ASCE 7-16 (Eqn 11.4-3) Acceleration (0.2 sec), S05 PG~ 0.502 g ASCE 7-16 (Eqn 11 .8-1) Seismic Design Category D Section 1613.2.5/ASCE 7-16 (o. 85: Table 11 .6-1) 1. sd,=2/3 FaS.=0.67(1.4)(0.SS1)=0.916 2. 0.50 s Sds = 0.50 s 0.916, per Table 11 .6-1 site is in Risk Category D 3. PGA=0.429(OSHPD), From Table 11 .8-1, Fpga=A (0.5-0.429)=0.071 =>(1 .1) + (A=0.071)= 1.171 (Fpga), PGAm=(0.429)(1 .171)=0.502 g These parameters may only be used in structures without seismic isolation or seismic damping systems, less than 3 stories in heioht. GENERAL SEISMIC PARAMETERS PARAMETER VALUE Distance to Seismic Source (Rose Canyon Fault)''> 6.4 mi (10.3 km) Upper Bound Earthquake (Rose Canyon Fault) Mw = 7.2'21 ,,, -From Blake (2000) c21 -Cao, et al. (2003) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2022 CBC (CBSC, 2022) and regular maintenance and repait following locally significant seismic events (i.e., Mw5.5) will likely be necessary, as is the case in all of Southern California. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W. 0 . 8640-A-SC September 14, 2023 Page4 Groundwater According to Google Earth Imagery, the site elevation is approximately 215 feet MSL (mean sea level) and lies approximately 1.7 miles southeast of the Batiquitos Lagoon (elevation 6 MSL) which may be considered the regional water table. Within the regional water table, groundwater is subject to tidal fluctuations when near the coast. Based on our review of site conditions, the regional groundwater table is anticipated to not be of concern during site design/construction. However, perched groundwater has the potential to occur at this site. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are summarized as follows: Classification Soils were classified with respect to the Unified Soil Classification System (USCS) in general accordance with ASTM D 2487 and ASTM D 2488. Moisture-Density Relations The field moisture contents were determined for selected samples in the laboratory. Testing was performed in general accordance with ASTM D 2937. The field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Hand-Auger Boring Logs in Appendix B. Particle-Size Analysis A particle-size evaluation was performed on a representative soil sample (HA-1 at 8 -20 inches) in general accordance with ASTM D 422-63. The testing was done to evaluate and classify the soil, in accordance with the USCS. The results of the particle-size evaluation indicate that the tested soil is a clayey sand (5 percent gravel, 58.4 percent sand, 36.E> percent fines, uses Symbol-SC). Expansion Index A representative sample of near-surface site soils was evaluated for expansion potential. Expansion index (E.I.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829, the results of the expansion testing are presented in the following table: Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Pages SAMPLE LOCATION EXPANSION INDEX EXPANSION POTENTIAL AND DEPTH (In) HA-1 @ 811 -42" 92 Hiah Atterberg Limits Testing of a representative soil sample to evaluate the liquid limit, plastic limit, and plasticity index (P.1.) was performed in general accordance with ASTM D 4318. The test results are presented Appendix C, and in the following table. SAMPLE LOCATION LIQUID LIMIT I PLASTIC LIMIT I PLASTICITY INDEX I HA-1 @ 8 -42 inches 54 I 15 I 39 I Based on the relationship between Plasticity Index (P.1.) vs Liquid Limit (LL.), this soil is classified as a "Fat Clay'' (USCS symbol CH), per the uses Classification system, and is detrimentally expansive per Code. Saturated Resistivity. pH, and Soluble Sulfates, and Chlorides GSI conducted sampling of onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in the following table: SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE AND DEPTH (In) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) (% by weight) (DDm) I HA-1 @ 8"-42" I 7.3 I 310 I 1.800 I 150 I Corrosion Summary Laboratory testing indicates that tested samples of the on site soils are neutral with respect to soil acidity/alkalinity, are severely corrosive to exposed, buded metals when saturated, present elevated ([or Class S2] per American Concrete Institute [ACI] 318-14) sulfate exposure to concrete, and chloride levels are considered slightly elevated. Reinforced concrete mix design for foundations, any slab-on-grade floats, and pavements should minimally conform to "~xposure Class C1" in Table 19.3.2.1 of ACI 318-14, as concrete would likely be exposed to moisture. GSI does not consult in the field of corrosion Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page6 engineering. The client and project architect should agree on the level of corrosion protection required for the project and seek consultation from a qualified corrosion consultant. STORM WATER TREATMENT AND HYDROMODIFICATION MANAGEMENT USDA Study A review of the United States Department of Agriculture database ([USDA]; 1973, 2020) indicates that site soils located within the site are classified as Las Flores loamy fine sand, (9 to 30 percent slope) on the property. The USDA study further indicates that the Las Flores loamy fine sand is classified as belonging to Hydrologic Soil Group "D." A review of USDA (1973 and 2019) indicates that the capacity of the most limiting layer to transmit water (Ksat) within the Las Flores loamy fine sand is very low (0.0 to 0.06 inches per hour [in/hr]). Infiltration Feasibility Based on our review and engineering analysis, the site belongs to HSG "D." On a preliminary basis, the suitability of storm water infiltration at the subject site is not considered feasible due to marginally low infiltration rates, less permeable bedrock, and potential to cause groundwater mounding, horizontal migration, and resultant distress to existing offsite and onsite improvements. Therefore, we recommend a "no-infiltration" BMP design. Due to the potential for associated settlement, distress, and perched groundwater for any BMP structure within close proximity (i.e., potentially within 10 feet) of any planned foundations, retaining walls, slopes, and other settlement-sensitive improvements, a "no infiltration" BMP design is warranted. Although potentially feasible, GSI does not recommend infiltration at the subject site due to marginal infiltration rates and the high potential for distress, as outlined above. DEVELOPMENT CRITERIA General All earthwork should conform to the guidelines presented in the 2022 CBC (CBSC, 2022), GSI Grading Guidelines (Appendix D), and the requirements of the City, except where specifically superceded in the text of this report. Prior to earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. This office should be notified in advance of any fill placement, supplemental regrading of the site, or backfilling underground utility trenches and retaining walls after rough earthwork has been completed. This includes grading for pools, driveway approaches, driveways, and exterior hard scape. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page? During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. It is the onsite general contractor's and individual subcontractors' responsibility to provide a safe working environment for our field staff who are onsite. GSI does not consult in the area of safety engineering. Demolition/Grubbing 1 . Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. 2. Any existing subsurface structures uncovered during the recommended removal should be observed by GSI so that appropriate remedial recommendations can be provided. 3. Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed by the soil engineer. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent of the laboratory standard. 4. Onsite septic systems (if encountered) should be removed in accordance with San Diego County Department of Environmental Health (DEH) standards/guidelines. Treatment of Existing Ground 1. Removals should consist of all undocumented fill soils. Based on our site work, removals depths on the order of approximately¾ feet throughout the site should be anticipated. These soils may be re-used as fill , provided that the soil is cleaned of any deleterious material and moisture conditioned, and compacted to a minimum 90 percent relative compaction per ASTM D 1557. Removals should be completed until the underlyihg native soils are visibly free of voids, have a dry density of 105 pcf, or relative density of 85 percent throughout the entire building/construction area. 2. In addition to removals within the building envelope, and for the mitigation of adverse soil moisture, overexcavation/undercutting of the underlying bedrock soil should be performed in order to provide for at least 3 feet of compacted fill below finish grade for a one-story ADU, or 2 feet below the bottom of deepest footing; whichever is greater. Undercutting should be completed for a minimum lateral Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page a distance of at least 5 feet beyond the building footprint. Once removals and overexcavation is completed, the fill should be cleansed of deleterious materials, moisture conditioned, and recompacted to at least 90 percent relative compaction per ASTM D 1557. 3. After the above removals/overexcavation are performed, the exposed bottom should be scarified to a depth of at least 8 inches, brought to at least optimum moisture content, and recompacted to a minimum relative compaction of 90 percent of the laboratory standard, prior to any fill placement. 4. Localized deeper removals may be necessary due to buried drainage channel meanders or dry porous materials, septic systems, etc., that may be present. The project soils engineer/geologist should observe all removal areas during the grading. 5. Removed natural ground materials may be reused as compacted fill provided that major concentrations of vegetation and miscellaneous debris are removed from the site, prior to or during fill placement. See subsequent sections for a discussion of select grading. 6. Should removals and recompaction not be performed, the footings would need t be ±¾ feet deeper than plan, and any residential slab would need to be a structural slab, spanning between the footings, and not relying on the soil for support. Fill Suitability Surficial onsite soils (residual soils and weathered bedrock) generally appear to consist of clayey sands to clay. Oversize material (12-inch plus) is not anticipated. Existing site soils are high expansive. Any soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils, if used, should be relatively sandy and very low expansive (i.e., E.I. less ~ 20). Shrinkage/Bulking Based on our experience, a preliminary value of 5 to 10 percent shrinkage for residual soil, and highly weathered formation may be considered. Cuts in formation may result in nominal shrinkage (ranging to about 5 percent). Fill Placement 1. After ground preparation, fill materials should be brought to at least optimum moisture content, placed in thin 6-to 8-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File: e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page9 2. Fill materials should be cleansed of major vegetation and debris prior to placement. Perimeter Conditions The 2022 CBC (CBSC, 2022) indicates that removals of unsuitable soils be performed across all areas under the purview of the grading permit, not just within the influence of the proposed buildings. Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas. Any proposed improvement or future homeowner improvements such as walls, swimming pools, house additions, etc., that are located above a 1 :1 (h:v) projection up from the outermost limit of the remedial grading excavations will require deepened foundations that extend below this plane. Other site improvements, such as pavements, constructed above the aforementioned plane would retain some potential for settlement and associated distress, which may require increased maintenance/repair or replacement. This potential should be disclosed to all interested/affected parties should remedial grading excavations be constrained by property lines. Graded Slope Construction Based on the relatively flat site grades and the planned construction, graded fill and cut slope construction are not anticipated. Fill Drainage Based on site grades and the planned construction, subdrainage is not anticipated. Temporary Slopes Temporary slopes for excavations greater than 4 feet, but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes, up to a maximum height of about 20 feet, may be excavated at a 1 :1 (h:v) gradient, or flatter, provided groundwater and/or running sands are not exposed. Construction materials or soil stockpiles should not be placed within H of any temporary slope where H equals the height of the temporary slope. All temporary slopes should be observed by a licensed engineering geologist and/or geotechnical engineer prior to worker entry into the excavation. BEARING VALUE Based on a review of lable 1806.2 of the 2022 California Building Code ([2022 CBC], California Building Standards Commission [CBSC], 2022), an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for design of shallow footings. Continuous footings should be a minimum of 12 inches wide and should be at least Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21\8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 10 12 inches deep below lowest adjacent grade (excluding soft soils, landscape zones, slab and underlayment thickness, etc.), bearing on suitable, approved bedrock. Isolated footings should have a minimum width and depth of 24 inches. It is anticipated that actual footing depths will be deeper than those indicated above, in order to penetrate any loose, near-surface soils. Actual footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of embedment into approved suitable bearing soil, to a maximum value of 2,500 psf. The above values may be increased by 1/a when considering short duration seismic or wind loads. Differential settlement may be assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials, approved by GSI. Current laboratory testing indicates that the onsite soils exhibit expansion index values of 92. As such, site soils do appear to meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2022 CBC (CBSC, 2022). From a geotechnical viewpoint, assuming remedial grading has been performed, foundation construction should conform to the following: 1. If removal and recompaction is not performed, the depth would be about 3½ to 4 feet (with a structural slab). Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and embedded at least 24 inches into suitable bearing soil, whichever is deeper. Isolated pad footings would need to be deepened to 4½ to 5 feet, similarly, if removal and recompaction is not performed. 2. All footings should be reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. 3. Interior and exterior column footings should be tied together via grade beams in at least one direction to the main foundation. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No. 4 reinforcing bars at the top, and two No. 4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. Foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines per the 2022 CBC (CBSC, 2022). This may also result in a deeper footing than per plan. 5. If remedial grading is not performed, the footings would need to be deepened, as discussed above, and the slab designed as a structural slab, spanning from footing to footing, and not relying on the soil for support. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21\8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 11 LATERAL PRESSURE Total lateral resistance (TLR) for shallow foundations is provided by the friction along the footing bottoms and the passive pressure across footing faces in contact with either fill or natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion (or apparent cohesion) of the soil material. The normal force or dead load on the footing from the overlying structure will influence the amount of frictional resistance. For sands or predominantly sandy soils, this friction is higher than clay or clayey/silty soils. The TLR and vertical bearing of the soil were derived from soil (s) descriptions, multiple laboratory tests, and the use of Table 1806.2 of the 2022 CBC (CBC, 2022). The TLR for the clayey sands onsite may be taken as an equivalent fluid pressure of 150 pct (150 psf/ft of depth) per foot of depth and a friction coefficient of 0.25 applied to the dead load on the footing. When combining the frictional and passive components of the TLR, the passive value should be reduced by 1/a (one-third). The total maximum lateral bearing pressure of 2,500 psf may be used for this site, unless further testing and analysis is performed. GSI believes this to be a reasonably conservative value, considering the limited scope of work. Please note that if foundations are pile or pier supported, the frictional value noted above should be neglected. NEW FLOOR SLABS/RAISED-WOOD FLOOR We understand a raised-wood floor system, with a crawl space beneath it, will be constructed. Accordingly, floor slab recommendations for expansive soil conditions are not necessary. However, the crawl space ceiling is recommended to be water-proofed, as water vapor will most likely be elevated in the crawl space. Structural Mat Foundations -Design/Construction We recommend that the garage slab be designed as a structural mat, considering the expansive soils at the site. The design of mat foundations should incorporate the vertical modulus of subgrade reaction. This value is a unit value for a 1-foot square footing and should be reduced in accordance with the following equation when used with the design of larger foundations. This assumes that the bearing soils will consist of engineered fills with an average relative compaction of 90 percent of the laboratory (ASTM D 1557), overlying dense formatlonal earth materials. K =K[B+1]2 R S 28 where: K5 = unit subgrade modulus KR = reduced subgrade modulus B = foundation width (in feet) Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 12 The modulus of subgrade reaction (K8) and effective Plasticity Index (Pl) to be used in mat foundation design for various expansive soil conditions are presented in the following table: LOW EXPANSION MEDIUM EXPANSION HIGH EXPANSION CE.I. = 0-50) CE.I. = 51-90) CE.I. = 91-130) I Ks = 100 ~ci/inch1 P.I. < 20 I Ks = 85 ~ci/inch 1 P.1. = 20-30 I Ks = 70 ~ci/inch1 P.I. < 30 I Reinforcement bar sizing and spacing for mat slab foundations should be provided by the structural engineer. Mat slabs may be uniform thickness foundations (UTF) or may incorporate the use of edge footings for moisture cut-off barriers as recommended herein for post-tension foundations. Edge footings should be a minimum of 6 inches thick. The bottom of the edge footing should be designed to resist tension, using reinforcement per the structural engineer. The need and arrangement of interior grade beams (stiffening beams) will be in accordance with the structural consultant's recommendations. The recommendations for a mat type of foundation assume that the soils below the slab are compacted fill overlying dense, unweathered formational earth materials. The parameters herein are to mitigate the effects of expansive soils and should be modified to mitigate the effects of the total and differential settlements reported earlier in this report. GSI recommends that the slab subgrade materials be moisture conditioned to two (2) percent above optimum moisture content to a minimum depth of 18 to 24 inches. In order to mitigate the effects from post-development perched water and to impede water vapor transmission, structural mats should be in accordance with Table 19.3.2.1 of ACI 318-14 ACI (2014) per the 2022 CBC (CBSC, 2022), for low permeability concrete (i.e., a maximum water-cement ratio of 0.50). Exterior Flatwork Exterior flatwork such as walkways and driveways should have a minimum thickness of 4 inches and be underlain by 4 inches of crushed aggregate base. Prior to base placement, the upper 12 inches of the subgrade should be moisture conditioned to 2 percent above optimum moisture content and compacted to a minimum of 90 percent of the maximum dry density (ASTM D 1557 procedure). Planting Water has been shown to weaken the inherent strength of all earth materials. Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 13 rooted types that require little water and are capable of surviving the prevailing climate. Using plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations and hard scape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Downspouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Over-watering the landscape areas will adversely affect existing and proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be used . An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21\8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 14 Subsurface and Surface Water Subsurface and surface water are generally anticipated to not significantly affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. In general, deepened footings beyond the minimum depths indicated herein will likely be recommended, and should be anticipated. The Client may want to consider having a representative of GSI onsite at the start of foundation trenching to evaluate the depth to competent bearing soils and provide recommendations for footing embedment to the contractor performing the work. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching Considering the nature of the onsite soils, caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to Cal-OSHA and local safety codes. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 15 Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30, or greater, may be used and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within, areas extending below a 1 : 1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to Cal-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During significant excavation (i.e., higher than 4 feet). • During placement of subdrains or other subdrainage devices, prior to placing fill or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 16 • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • When any unusual soil conditions are encountered during any construction operations, after the issuance of this report. • When any improvements, such as flatwork, spas, pools, walls, etc., are constructed. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 17 LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 18 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitt GeoSolls, Inc. ~fl~ .--+-#---P:--J. ~ . Coover ~~7neering Geologist, CEG 1340 Geotechnical Engineer, GE 2057 BER/SJC/JPF /sh Attachments: Appendix A -References Appendix B -Hand-Auger Boring Logs Appendix C -Laboratory Testing Results Appendix D -General Earthwork and Grading Guidelines Distribution: (1) Addressee (PDF via email) Peyton Bray and Ellen Cothran 2932 Segovia Way, Carlsbad File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. W.O. 8640-A-SC September 14, 2023 Page 19 APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2015, Guide to concrete floor and slab construction (ACI 318-15): reported by ACI Committee 302, dated June. American Concrete Institute, 2014a, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318A-14): reported by ACI Committee 318, dated September. __ , 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.2R-14), dated September. __ , 2004, Guide for concrete floor and slab construction: reported by ACI Committee 302; Designation ACI 302.1 R-04, dated March 23. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). __ , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2018a, Supplement 1 to Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), first printing, dated December 13. __ , 2018b, Errata for Minimum Design Loads and Associated Criteria for Buildings and Other Structures (ASCE/SEI 7-16), by ASCE, dated July 9. __ , 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16, published online June 19. __ , 201 O, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. California Building Standards Commission, 2022, California Building Code, California Code of Regulations, Title 24, Part 2, Volumes 1 and 2, based on the 2021 International Building Code, effective January 1.,. 2023. Geo-,oils, Inc. California Code Of Regulations, 2011, CAL-OSHA State of California Construction and Safety Orders, dated February. California Department of Conservation, California Geological Survey (CGS), 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in California: California Geological Survey Special Publication 42 (revised 2018), 93 p. California Office of Statewide Health Planning and Development (OSHPD), 2023, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http://www.conversation.ca.gov/cgs/rghm/psha/fault_parameters/pdf/documents /2002 _ca_ hazard maps. pdf. City of Vista BMP Manual, 2021, for permanent site design, stormwater treatment and hydromodification management, updated June 2016, revised September 2021. __ , 2016, Vista BMP design manual appendices, 2016, 356 pages, worksheet C.4.1 characterization of infiltration feasibility condition. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Kennedy, M.P., Tan, SS., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Guiterrez, C.I., 2007, Geologic map of the Oceanside 30' by 60' quadrangle, California, regional geologic map series, scale 1:100,000, California Geologic Survey Map No. 2. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station andASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2023, Civil Code, Sections 895 et seq. US Modular, Inc., 2022, Project: Bray accessory dwelling unit, 2932 Segovia Way, Carlsbad, California, 92009, 5 sheets, various scales, dated January 20. Peyton Bray and Ellen Cothran File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix A Page 2 APPENDIX B HAND-AUGER BORING LOGS GeoSoils, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions -Q) 0 C: 6i "'0 -- 0'-·-"' "':istiv -c ~ i o ~ .c !11 z (/) ... f!,?(I) Q) ell Q) ... 0 "' 0 (.) ~ E c. Highly Organic Soils Cobbles 3" Group Symbols GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Typical Names Well-graded gravels and gravel- sand mixtures, little or no fines Poorly graded gravels and gravel-sand mixtures, little or no fines Silty gravels gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands and gravelly sands, little or no fines Poorly graded sands and gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic slits, very fine sands, rock flour, silty or clayey fine sands Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic slits Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, muclc, and other highly organic soils 3/4" #4 Gravel CONSISTENCY OR RELATIVE DENSITY CRITERIA Standard Penetration Test Penetration Resistance N (blows/ft) 0-4 4-10 10 -30 30-50 > 50 Relative Density Very loose Loose Medium Dense Very dense Standard Penetration Test Penetration Resistance N (blows/ft) <2 2-4 4-8 8 -15 15 -30 >30 #10 Sand Consistency Very Soft Soft Medium Stiff Very Stiff Hard #40 Unconfined Compressive Strength (tons/ff) <0.25 0.25-.050 0.50 -1.00 1.00-2.00 2.00-4.00 >4.00 #200 U.S. Standard Sieve Silt or Clay Unified Soil Classification coarse I fine coarse I medium I fine MOISTURE CONDITIONS Dry Slightly Moist Moist Very Moist Wet Absence of moisture: dusty, dry to the touch Below optimum moisture content for compaction Near optimum moisture content Above optimum moisture content Visible free water; below water table BASIC LOG FORMAT: MATERIAL QUANTITY trace 0 -5 % few 5-10 % little 10 -25 % some 25-45% OTHER SYMBOLS C Core Sample s SPT Sample B Bulk Sample .!I! Groundwater Qp Pocket Penetrometer Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-1 • TEST ELEV. DEPTH GROUP PITNO. (ft.) (ft.) SYMBOL HA-1 0-0.5 SC 0.5-2.0 SC 2.0-5.0 CH W.O. 8640-A-SC Peyton Bray and Ellen Cothran Logged By: BER July 13, 2023 LOG OF EXPLORATORY HAND-AUGER BORINGS SAMPLE MOISTURE FIELD DRY DEPTH DENSITY DESCRIPTION (ft.) (%) (pcf) ARTIFICIAL FILL (Afu): CLAYEY SAND, brown, moist, loose; fine grained, some gravel, rootlets. Bulk (0.5-2.0) 22.6 99.5 BEDROCK (Tsa): CLAYEY SANDSTONE, light olive gray, Ring (1.5-2.0) moist, medium dense; friable, orange mottling, trace clay. Bulk (2.5-3.5) CLAYSTONE, olive gray, moist, stiff; slightly cemented, orange mottling Total Depth= 5' No Seepage, No Caving Encountered Backfilled 7/13/23 PLATE B-2 • TEST ELEV. DEPTH GROUP PITNO. (ft.) (ft.) SYMBOL HA-2 0-0.5 SC 0.5-2.0 SC 2.0-3.0 CH W.O. 8640-A-SC Peyton Bray and Ellen Cothran Logged By: BER July 13, 2023 LOG OF EXPLORATORY HAND-AUGER BORINGS SAMPLE MOISTURE FIELD DRY DEPTH DENSITY DESCRIPTION (ft.) (%) (pcf) Bulk (0.0-3.0) ARTIFICIAL FILL (Afu): CLAYEY SAND, brown, slightly moist, loose; rootlets. BEDROCK (Tsa): CLAYEY SANDSTONE, light olive gray, moist, medium dense; friable, orange mottling. CLAYSTONE, olive gray, moist, stiff; slightly cemented, orange mottling. Total Depth :: 3' No Seepage, No Caving Encountered Backfilled 7/13/23 PLATE B-3 APPENDIX C LABORATORY TESTING RESULTS GeoSoils, Inc. Particle Size Distribution Report -ASTM C136 .~ -~ .5 _s; .s .S C .5 0 8 ~ ~ :cc: i ~ ~ ~ i i co "' "' --:,: .i: .. • • 100 I "9--I I I I I I I I I I I I I -r-< ;:i-__ I I I I I I I I I I I I 90 I I i I I I I ~"\., ~ I I I I I I I I I I I I I I I I I 80 I I I I 1 I I I I I I I I I I I I I I I I 70 I I I I I I I I I I \ I I I I I I I I I I I I I I I a:: I I I I I I I w 60 I I I I I I ~ I z I I I I I I I u:: I I I I I I I I I I I ~ I I I I I 50 I I I I I w I I I I I () I I I I a:: I I I I I I I I w 40 l a.. I I I I I I ~ I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 I I I I I I I I 100 10 1 0.1 0.01 GRAIN SIZE -mm . %+3" % Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Slit Clay 0.0 0.0 5.0 2.1 5.2 51.1 36.6 SIEVE PERCENT SPEC.* PASS? SQII De1,clpll20 SIZE FINER PERCENT (X=NO) Olive Brown Clayey Sand 0.75 100.0 0.5 97.2 0.375 96.3 Attecbecg Llmlll #4 95.0 #10 92.9 PL= LL= Pl= #20 89.6 Coeffi,ltnll #40 87.7 D90= 0.9303 Da5= 0.2360 D50= 0.1161 #60 85.9 D50= 0.0957 D30= D15= #100 71.6 D10= Cu= Cc= #200 36.6 Cla111f11.atl!:!D USCS= SC AASHTO= B1macls1 F.M.=0.78 w (no specification provided) Source of Sample: HA-1 Sample Number: HA-1 Depth: 8"-20" Date: 8-23-23 "Q.)_0£f Client: Peyton Bray Project: 3932 Segovia Way, Carlsbad e~-7~'J • Proiect No: 8640-A-SC Flaure Tested By: _,T...,_R,__ ________ Checked By: ~T~R ________ _ W.O. 8640-A-SC Plate C-1 0.001 LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 40 ~ 0 ~ ~ 30 (.) i'.= ~ a. 20 10 Dashed line indicates the approximate I upper limit boundary for natural soils --------1---__,,' I I I 30 I I I I I I / I I I I ML or OL 40 I I I / . I I I I / I I 50 60 LIQUID LIMIT SOIL DATA NATURAL / I I I 70 / I I SYMBOL SOURCE SAMPLE DEPTH WATER PLASTIC NO. CONTENT LIMIT 1%) !%l • HA-I HA-I 8"-42" -15 Client: Peyton Bray Project: 3932 Segovia Way Carlsbad Pro ect No.: 8640-A-SC MH or OH 80 LIQUID LIMIT 1%1 54 Tested By: _,T_,__R,__ _______ Checked By: ..:..T:..,.R _______ _ 90 100 PLASTICITY INDEX (%) 39 Fi ure W.O. 8640-A-SC Plate C-2 uses CH 110 c. 5741 Palmer Way, Carlsbad CA 92010 Phone(760)438-3155 CORROSION REPORT SUMMARY Project No: 8640-A-SC Project Name: Peyton Bray Report Date: August 28, 2023 pH Minimum Sulfate Content Chloride Content Resistivity SAMPLE ID (H+) (wt%) (ohm/cm) HA-1, 8"-4211 7.3 310 1.800 Sample testing in accordance with: pH -CTM 643, Resistivity -CTM 643 Sulfate -CTM 417, Chloride -CTM 422 Remarks: ----------------------- (mg/kg) 150 W.O. 8640-A-SC Plate C-3 APPENDIX D GENERAL EARTHWORK AND GRADING GUIDELINES GeoSoils, Inc. GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted Code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations of the geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented by the geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D 1557. Random or representative field compaction tests should be performed in accordance with test methods ASTM designation D 1556, D 2937 or D 2922, and D 3017, at intervals of approximately ±2 feet of fill hei_ght or approximately every 1,000 cubic yards GeoSoils, Inc. placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted Codes or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed prior to any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to Peyton Bray and Ellen Cothran File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page 2 firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fill keys should be equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion Peyton Bray and Ellen Cothran File:e:\wp21\8600\8640a.lge GeoSoils, Inc. Appendix D Page 3 potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations of the geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generally facilitates the excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion. To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feetfrom finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing should be performed three (3) days prior to importation. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each Peyton Bray and Ellen Cothran File:e:\wp21\8600\8640a.lge GeoSoils, Inc. Appendix D Page4 layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent of the maximum density as evaluated by ASTM test designation D 1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift offill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the latest adopted Code, fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. Compaction of slopes should be accomplished by over- building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 O feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. Peyton Bray and Ellen Cothran File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page 5 3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip , water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBORAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed by the project civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling Peyton Bray and Ellen Cothran File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page 6 governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Peyton Bray and Ellen Cothran Flle:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page? Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is required, by company Peyton Bray and Ellen Cothran Flle:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page 8 policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Peyton Bray and Ellen Cothran File:e:\wp21 \8600\8640a.lge GeoSoils, Inc. Appendix D Page9 Natural grade Proposed pad grade ·, ;-_.-:, .. > .. .-.<:._.'··•.,;•·~ . . . . . . ,·: .. •': . ·.: ............ . >' .: .. ': •.. · ~~;0-•··.·.·•.~ __ J_ street CUT LOT OR MATERIAL-TYPE TRANSmON Typical benching (4-foot minimum) Bedrock or approved native material Natural grade CUT-FILL LOT (DAYLIGHT TRANSmON) TRANSITION LOT DETAILS Plate D-12 MAP VIEW NOTTO SCALE Concrete cut-off waN SEENOr Bl Top of slope J 2-lnch-thick sand layer Gravity-flow, nonperforated subdrain I=== p1po c1r-i Toe of slope 4 A I I --steet I I Pool 4-inch perforated subdrail pipe (longltudnal) A' 4-inch perforated subdrai'l pipe (transverse) Pool B' Direction of drainage CROSS SECTION VIEW Coping NOTTO SCALE SEE NOTES Pool encapsulated In 5-foot thickness of sand -~ 6-inch-thick gravel layer 4-i"lch perforated 8U:>drail pipe B NOTES: r H Gravity-flow nonperforated subcraln pipe Coping B' Pool 2-inch-thlck sand layer Vapor retarder Perforated subdrain pipe 1. 6-lnch-thick, clean gravel<¾ to 1½ inch) sub-base encapsulated i"I Mlrafi 140N or equivalent, underlai"I by a 15-mil vapor retarder, with 4-inch-dameter perforated pipe longltudi"lal comected to 4-inch-dameter perforated pipe transverse. Connect transverse pipe to 4-lnch-diameter nonperforated pipe at low point and outlet or to sump punp area. 2. Pools on fills thicker than 20 feet sholJd be constructed on deep fO\lldations; otherwise, cistress (tilting, cracking, etc.) shoud be expected. 3. Design does not apply to infinity-edge pools/spaa. TYPICAL POOL/SPA DETAIL Plate D-17 SIDE VIEW Spoil pile Test pit TOP VIEW Flag Spoil pile Light .. • • ... • • . . Y--....,...C--,-.---'-'-----'-i Vehicle -----50feet----------50feet----- a-------------10Ufee,----------- TEST PIT SAFETY DIAGRAM Plate 0-20 ~ City of ;(1~86Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit#: CBR2023-1993 ------------------- Project Address: 2930 SEGOVIA WAY ------------------- Assessor's Parcel#: 2550532000 ------------------- Project Applicant: CO-OWNERS BRAY PEYTON H Ill AND COTHRAN ELLEN (Owner Name) Residential Square Feet: New/Additions: ------------------- Second DwellinQ Unit: 500 ------------------- Commer c i a I Square Feet: New/Additions: ------------------- City Certification:City of Carlsbad Building Division Date: 04/30/2024 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s ), or that the person D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas. CA 92024 Phone: (760) 944-4300 x1166 @ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: --------------------------Jo 11 n Aclclknrnn Title:Ex<.>n1tiw Oin·cto,· of Plmrning Date: Name of School District: __ s_a_n_o_1e_g_u_ito_u_n_1o_n_H_1g_h_s_c_ho_o_1 o_1_str1_ct _____ Phone: 7(e0 '76~ {p /q / COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I building@carlsbadca.gov I www.carlsbadca.gov l_ City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit#: CBR2023-1993 ------------------- Project Address: 2930 SEGOVIA WAY ------------------- Assessor's Parcel#: 2550532000 ------------------- Project Applicant: CO-OWNERS BRAY PEYTON H Ill AND COTHRAN ELLEN (Owner Name) Residential Square Feet: New/Additions: Second DwellinQ Unit: 500 ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 04/30/2024 Certification of ApplicanVOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 [Z] Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 9444300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760} 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. ~~ D~:6 ~ --1-~:::.:...=-Uil.,.,Aie:::::L..J~-C~---'--.,....---:,------------ N am e of School District: Phone: 7@/CJW-4~/J D --=.:.....,U-d,..!...L~~~~~~~~ )(_II (it; COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719Ibuilding@carlsbadca.govIwww.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1 ALL NECESSARY EQUIPMENT ANO MA TERlALS SHALL BE AVAILABLE ON sm: TO rACIUTATE RAPID INSTAllAll()N Of EROSION ANO SEDIMENT CONTROL BMPs WH(N RAIN IS EMINENT 2 ltiE OIW-IER/CONTRACTOR SHALL RESTORE All EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-Off PRODUCING RAINFALL. J THE OWNER/CONTRAClOR SHALL INSTALL ADDITIONAL EROSION CONTROi. MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4 All REMOVABLE PROTEC'llVE DEi/iCES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN lttE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%}. SILT ANO OIBER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADCOUATE EROSION AND SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED ANO MAINTAINED 7. THE CITY INSPECTOR SHALL HAVE Tl-IE AUTHORITY TO ALTER ltilS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE 'Mlti CITY STORM WATER QUAUTY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND ANO ACKNOWI.EDCE THAT I MUSl. (1) IMPLEMENT 8£S1 MANActMtNT PRACTICES (8MPS} DURING CONSTRUCTION ACTI\/ITI(S TO THE MAXIMUM EXTENT PRACTICA8L( TO AVOID TH£ MOOIUZATION OF POLLUTANTS SUCH AS Sf.OIMENT .IJID TO AVOID Tttt EXPOSURE OF STORM WAT(R TO CONSTRtJCTION REI.AT£D POLLUTANTS; AND (2) ADHERC TO, ANO A.T All llM[S. COMPLY '111TH THIS CHY APPRO-.uJ TIER l CONSTRUCTION SWPP THROUGHOUT TH£ DURATION OF TH£ CONSTRUCTION ACTIVITIES UNTIL M CONS !RUCTION WORK IS COMPLETE ANO APPROl;(D BY THE ClTY Of' CARLSBAD. Ov.,.!(R(S)/O"""ER'S AGENT NAME (PRINT) Ov.tlER(S}/Ov.,.!ER'S AGENT NAME (SIGNA TUR[) E-29 OAT[ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ____ _ SW _ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE EIO!lonCorllnll BMPI Seoame,,t Conlrnl BMi'a TradOOQ Contn:ill!MPt NM-SlarmW-Was Mngenlentan!Malt<tals ~tBMPs Polubar> Conttol BMPI Best Management Practice' (BMP) Desaiplion ➔ CASOADesign81JOn ➔ Ccnsuuc:ti0,,Amvln, Grodino/So,1 Oislurbonce Trenchino/Ercovotion St""'~Rinn Ormino."'orinn Concrote/Ast1holl Sowtulfon Concrete Flotwork Conduit /Pi"" lnstoUotion Stuccolliortar Wort< Waste DI-"' Struiino/Lov Down Area £,,,,.,ment Maintenance ond F~,nn Hozordous Subslonce Use "-I or one Oewoterina Site Access Acros• Ott Othc, I list\: » I lnstn,c\ions, !) 0 'O .. ::I! -lS "' 6 .. Ii :l .e R j;j ~ c'!~ g ; ::I! 0 " & J £.Ii ~.!i g- vi Q. 0 ~ .. .., ~ C .. ,!; ... m 'O ~ ,.... 00 ~ -~ ~ ~ ~ .... 'j' ' i,-: i,-: .,. 0 C 0 i "' .Ii .; .!; s m t.,. Ii ·! E .. "' a, 0 '(i 0 • s; cl ,g a, 0 ac: "'·e g' -t l -~ ~ e:.-: :;; t:, .. ,. ~~ ~ 150 6 ,g Q o..t ... .... "' .,, .... CD ~ ' I ' I I I ~ IX IX IX l:)j ti! !j !j ~ t .., i v u "' 0 'O -~ .2' E C .s .s ~ ,Q. 0 l !j j ;s l ~ i .. 5 ! <T 0 -~ ~ ~ w 5 Ab, .., ~ ~ i .. " i~ i :II 'i~ ]f !i .. g ::> .. l .. ~a u11 (71-g .. .!!I £! ~ si 'Ii ~-i 8' ~~ :g "' e it ·it 12 :;;o :;; -g it H l -ls j ;!] :EC .f8 ~c; o-;u "'°' ::,; V) vi "' .,, .... CD N .... .... "' 'j' t ' I I I ' I I I I ~ <I) "' "' "' i i! f l i z z z z X 1. Check the box to the leH or oil oppllcoble constn,ction octi,,;ty (first column) expect.., to occvr dur"1Q consln,ctlon. 2 localed along the top or lhc BMP Tobie ,s o 11st of BMP's with it's corresponding Col,lornio Stormwoter Qvolity Associoloon (CASOA) des,gnolion number Choose one or more BMPs you inlend to u•• during constructoon lfom the list Oleck the box ,rhere the chosen ocli,,;ty row i,,ter~cts with the SMP column. 3 Refer to the CASOA construction hondbook for information ond detols or the chosen BMPs ond how lo opply them lo the project. ()v ~'f SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. PROJECT INFORMATION Site Address. ___________ _ Asse9SOr' • Poree! Numbff' Emerger,cy Contocl: Nome: ___________ _ 2◄ liour Phone. _________ _ Constn,ction Threat to Slorm Water Ouotity (Check Bor) □ MEDIUM □LOW ~ a 3:-.. ii &E. 'O ., 5 g NC 00 :r ::li .., ' i .. ._ l ~ ,,!, o-3: ~ ·-i! ~ ~ t;o cc I.\ oo U::li CD .. I ' i! ;> "' I-,c JC Poge 1 of I REV 02/16 SITE PLAN I' I," I '• = EXISTING RETAINING WALL = 91xl8' ADU PARKING "I I• •11·•·, 1·" I, EXISTING HOUSE I I 1•• J 'I f ' STORM WATER l'OU.llllON rREVEN'Tl 'NO'TB: MATERIALS & WASTE MANAGEMENT BMPs YIM-1 MA TERW. DElJIIERY & STORAGE 'Mil-2 MAT!;R!ALUSE WM-3 STOCl<PILE MNIAGEMENT ~ SPU PREVefTIONN,f)COHTRQL V>M-6 SOUDWASTEIWIAGEMENT ~ HAZARDOUS W"5TE MANAGEMENT 'Ml-4 CONCRETE WASTE MANAGEMENT SEDIMENT C<Jl,ITROL BMP's SE-1 S&.TfENCE. SE.a SEOIWENTllW' SE.j Cl-!ECl<OAM SE-~ FIBERROU.S SU GROVEL~BERM SE-7 STREET SYtiPING ANO VACUUMING SE-I s.Yi06AG BAIIRIER SE-10 STORM ORAIII KET PROTECTION EROSION COMPCUIO BMP's: Ec.7 GEOTEXTI.ES& MATS l:C-8 WOOD Ml.lCHING EC-9 EARTH DIKES ANO llRAIHAGE SWAl.£5 EC.II SI.OPE ORAINS TRACKING CONlROL BMP'~ TR-! STASU2EDCOffSTR\ICTION~ESS TR-2 STASlUZEO CONSTRUCTION ROADWAY NONSTORMWATER BMP'! NS-1 N&,3 W"TER CONSERVATION PRAC'IICES PAVlNG ~ GRINOffjG Ol'EAAllO!lS NS-7 POT ABlE WATERJIRRIGA TION N~ 1/Etl!O.£ ANO EQUIPMENT CI.EANING LAJJ.NC(~.\llY cotrrnt~-r AN0MA1't.Rl,\J SIIAJJ Jlf!AVAIIAIU E(Y'f SITE TOFAC11 rrATE llAJi'lhl?.TI"AIJ.ATIONOf EROSJQN ANO SEOIMDlT CUSTROL BMI"'> WHEN RAIN rs EM!Nl;NT. l THE ()WN~M"<WTRACTOII SU>.Ll.. lll!.'ITOIII! ;.l..L ~11.0SION (.-ONTROI.U•vto-.~·ro WORRJN<i ORUU m Tl<l' ~11WACTION OF1lfF. c.rrv r~71-.C"f0k ~lit f.A(l-f kUN-Ot-"F P1COlJt.K1NO RAINt-AU- .t. TllEOW..1'AA.'0"'11lAtTUR W.11.IN>TAU flOITIU"IAI El<OSIOIH"OI/Tllot MEASl!RE>ASM.WB RBJ(RR[OBYTHE CTT'f INS!1;CTOR DIil, m IN("f)MJ'LE11,. CiRAIJING Ol1'RA110NS n■ IINFORl;.SEEN nRn IM'lT AN("\-..~ WI 11C1 I MA V ARL'il'. 4. ALL Rl!MOVABL.E l'RO"fECTlVE. l>l,-Vlt"kS SIIAL.L"I> IN Pl..\lL/ITTIIE. l:l<ll 01' l!AOI WORKING D/1 Y Wlll:N TIil Hllll (51 DAY RAIN PROBABll.11Y FUR[-c:AST ll);c:a:ns ruR TY l'ERCD<T (441", I SILT AND u·nra,. DalR1' SH-"Ll Ill: < >.1.1.CRAVCUIAC SIIAIJ.CONTAll'1/<1'«'11M1N1MUMAC,GA, OATil. «., Af)F.()UA'lc .. JWSION ,\'ill:.,-.·n.-MF.Jr,fT(.'ON'l'ROI A-.JO Pl JW,.fJJTI,:R .-R:UTF<"llON8 .. ~TMANAGf-.t.U·.NTPRAlTt(.,-; MEASURES M\JsT 11E INSTAIJID ANT> MAINTAIHl;ll 7. THFCITY INS"l'RTOIHHN.I. flA\/P. TID' AtrrflORITYTU AF"mR TIDSPlAN r>IJRIN(, OR l!FF(lRF t'Ot<l>TRIXTION A> NEEDED TO ENSUllliC"OMPUAl<C1' W1"111 (TTY STOIIMW~Tf.11 IJUAIJTV REGULATIONS [J ' . C City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 ment Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified , certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check NIA and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided . The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. A~-----------~----------~~------------------ Project Name!Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: • e (o \ q -':207 -27 27 b \ \\ C o ~ vY\.cri u.\ o. '" V'.\ c . C. o ~ J"V\\ vo.~CO..VC\,Y\.~\,\ qe JvY\.Q\ \. Contact information of person completing this checklist (if different than above): I C' 0 VV1 Name: Company nameladdress: Contact Phone: Contact Email: Applicant Signature: _______________ Date: _______ _ B-50 Page 1 of 7 Revised 05/22 Use the table below to determine which sections of the Ordi nance checklist are applicable to your project. For alterations and additions to existing buildings,,ttach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown l \4 > Co9 9 --'t-S Construction Type ~tial / ✓ New construction D Additions and alterations: D BPV < $60,000 &l--'13PV ~ $60,000 D Electrical service panel upgrade only D BPV ~ $200,000 □ Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions ~ 1,000 square feet D BPV ~ $1,000,000 D ~ 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A NIA NIA All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1B, 2B, 3B, 4B and 5 1B, 5 1B, 2B, 5 Building alterations of~ 75% existing gross floor area 2B, 5 1 B also applies if BPV ~ $200,000 Chedt the appropriate boxes, explan all not applcable and exception items, and provide suppol1lng cala.dations aid documentation as necessay. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. propriate details and notes must be placed on the plans according to selections chosen in the design. A. Residential addition oralteration~$60,000 building pennitvaluation. □ NIA _________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score;:,: 7 18.30.190. ( attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing D Attic insulation □Cool roof □ Attic insulation iw/1978 and later Select one option: □ Lighting package D Water heating Package D Between1978and1991 Select one option: □ Ductsealing D Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package D Water heating package Updated 4/16/2021 3 B. D Nonresidential* new construction or alterations 2: $200,000 building pennit valuation, or additions 2: 1,000 square feet See CMC 18.21.155 and CAL Green Appendix A5 □ NIA AS.203.1.1 Choose one: □ .10utdoorlighting □ . 2 Restau rant service water heating ( CEC 140.5) □ .3 Warehouse dock seal doors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery □ NIA AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoorlighting AND mechanical) □ NIA AS.211.1** D On-site renewable energy: □ NIA AS.211.3"" □ Green power: (If offered by local utility provider, 50% minimum renewable sources) □ NIA AS. 212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) □ NIA AS.213.1 D Steel framing : (Provide details on plans for options 1-4 chosen) □ NIA ________ _ * Includes hotels/motels and high-rise residential buildings •• For alterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, OR alterations that add 2,000squarefeetof new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems R ntialn~onstruction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation v.tiere CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations 2:$1,000,000 BPV AND affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: D If< 10,000s.f. Enter: 5 kWdc Min. System Size: D If ~ 10,000s.f. calculate: 15 kWdcx (GFA/10,000) ** kWdc "'*Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method Annual TDVEnergy use:*** ______ x .80= Min. system size:. ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating ~v.8:o.cclt ,ve..c:J. \aOVV'\;f~ <:.tiM.:e... 2-'2:> A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system : □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors ception: W\(l.ll"U.'r'.9.C:b uce-cl YlO\oo:t: :b'i "¾e 29::> □ For systems serving multiple dwelling units, install a central water-heating system with ALL of thefollowing: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. • □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/2 1 5 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □Exception : ____________ _ □ Multi-familyresidential· □ Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 1 0 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/202 1 6 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourperrnit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details. Acknowledgment: I ackno\Medge that the plans s • my permit require a TOM Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1()lhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses inc lude shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample calcylatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT of Ca~sbad's Transportation Demand Management Ordinance. I agree to be contacted should proved TOM plan is a condition of permit issuance. Date: --4/ 20/ '2.3 be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number. _____ _ Email Address: __________________ _ pdated 4/16/202 1 7