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HomeMy WebLinkAbout1355 CYNTHIA LN; ; CBR2022-1398; PermitBuilding Permit Finaled Residential Permit Print Date: 07/01/2025 Job Address: CARLSBAD, CA Permit No: Status: (cityof Carlsbad CBR2022-1398 Closed -Finaled Permit Type: 1355 CYNTHIA LN, BLDG-Residential 1562317000 $523,378.08 Work Class: Single Family Detached Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: HAGUE RESIDENCE Track #: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check #: DEV2022-0043 Applied: 04/22/2022 Issued: 06/29/2023 Finaled Close Out: 07/01/2025 Final Inspection: 05/13/2025 INSPECTOR: Kersch, Tim Renfro, Chris Description: NEW DWELLING: 3,270 SF LIVING// 516 SF GARAGE// 297 SF DECK// 161 SF PATIO (EXISTING STRUCTURES TO BE REMOVED) Applicant: Property Owner: Contractor: CO-OWNERS HAGUE JEFF AND HAGUE ASHW DM BUILDING INC DM BUILDING INC DANIEL MONTIJO 154 PHOEBE ST 3520 SEAGATE WAY, # STE 130 3520 SEAGATE WAY, # STE 130 OCEANSIDE, CA 92056-2680 (760) 644-0714 ENCINITAS, CA 92024-1459 OCEANSIDE, CA 92056-2680 (760) 644-0714 FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY DECKS/BALCONY -NEW/REPLACE GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PUBLIC FACILITIES FEES -outside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY 0.625" (5/8") Displacement SEWER CONNECTION FEE (General Capacity all areas) SFO & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium TRAFFIC IMPACT Residential Single Fam. Outside CFO WATER CONNECTION 0.625" (5/8") Ultrasonic (P) WATER METER FEE 1" Potable-Ultrasonic WATER TREATMENT CAPACITY 0.625" (5/8")Displacement Total Fees: $41,755.35 Total Payments To Date: Building Division $41,755.35 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $902.72 $536.25 $1,900.91 $194.00 $98.00 $16.00 $825.00 $175.00 $18,318.23 $21.00 $5,700.00 $1,074.00 $1,980.20 $68.04 $292.00 $69.00 $4,050.00 $4,870.00 $506.00 $159.00 $0.00 Page 1 of 2 Building Permit Finaled Residential Permit Print Date: 07/01/2025 Permit No: (cityof Carlsbad CBR2022-1398 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 2 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Ccityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check ~-\~9'o Est. Value ~2.-3, ~ 7~ - PC Deposit 2, ':\ ~7. \\.£> Date if-~ l--Z0~2. Unit:. ___ APN: J5{J-J3/-70 Lot#: '1 tJ Year Built:--=-·~~-------. , ~ew SF= Living SF, 9;'2-lG Deck SF,~Patio SF, t lo I Garage SF 51& Is this to create an Accessory Dwelling Unit? O Y ~N New Fireplace? O v,tN , if yes how many? ___ _ D Remodel:. ___ ~SF of affected area Is the area a conversion or change of use? C, YO N □ Pool/Spa: ____ .SF Additional Gas or Electrical Features? ___________ _ D Solar: ___ KW, ___ Modules, Mounted:ORoof O Ground, Tilt: 0 YON, 0 N, Battery:OVO N, Panel Upgrade: Ov ON Other: t)o.Nel PRI PROPER ...;J.-Jr~~=:=.:..,,;;;,),,.,~.:;;+,,;;::;;..:...:.=:;;;_~-~-Name:~~::;..L.+-,~~..;..;.,.'d-,~~+;.....;~----- ~..J.1.Z(.~::::3io!i::1,4;.:::J.,it.J.,~~:+~::u::~~ ddre .....L.:::S.~~City:...L.1.&.LL;;a.a:::::::::;.::...-___ .,, ~~:W..--L"-'.;;;L__.::::..+a~,__------'Phone: _________________ _ ......;;...:....;:..;..:..;._~=:1...1.11.L.ae¥:.L.J.=:~~~=--·Email: _________________ _ DESIGN PRO_#SSIOJ-.IAL 1 J Name: f/r0TO rttJme.S Address: 9/ 2 w I 7th s&e~f City:li:>S!i":e/t'~ State: Cd: Zip: 9'0/YS: Phone: ~"-!J. -. 271-7£p9 Email:________________ Email:-"'~~~~~~~-:...c..,~c.J.J'.:j-1--:;.,.._-- Architect State License:__________ CSLB License #:....L,,:11~.=..;:.::;,,..;;;......_Class·-.--"""'---- carlsbad Business License # (Required): ?L\ t> -O~ -2.,0\):) APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is co"ect and that the information of the plans is accurate. I :::;;;~~:fy:I£;;~~; Pk); t;;;;:•~, DA TE: '-/ /130 /0(»d-• :.......---------~ ; 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Buildlng@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER~Z-lY-')'o A BUILDING 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 herebyaffirm underpenaltyof perjury that I am licensed underpro0sionsof Chapter9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the fol lowing declarations (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- "fil11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performanc of the w<;>rk for which this ermit Is l_ssued. 't,? workers' compensation Insurance carrier and policy number are; Insurance Company Name: ~ .,e YJCQ Polley No. 59m T(,,,JC. OO'iJiaJJ / Expiration Date: -J.J.~L..../,~~..ez..=:,____..:. __ • -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 c:overace is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damaces 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 CERT/FICA TION: 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 dearly 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 utllltles. 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 accord .. nc~ with all regulations In existenn of th==-lon, u.:'.:ss otherwise noted. NAME (PRINT): / SIGNATURE: • DATE:--1,~~~~trj Id er 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- DI, 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledcement and Verification FormH 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 cow of the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:IIwww.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 utllltles/utlllty easements. All proposed modifications and/or additions are dearly 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): Note: If the rson si nln above ls an authorized a owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 PERMIT INSPECTION HISTORY for (CBR2022-1398) Permit Type: BLDG-Residential Work Class: Single Family Detached Status: Closed -Finaled Application Date: 04/22/2022 Owner: CO-OWNERS HAGUE JEFF AND HAGUE ASHLEY Issue Date: 06/29/2023 Subdivision: PARCEL MAP NO 19753 Expiration Date: 10/21/2024 IVR Number: 40177 Address: 1355 CYNTHIA LN CARLSBAD, CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Tuesday, July 1, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 3 of 3 PERMIT INSPECTION HISTORY for (CBR2022-1398) Permit Type: BLDG-Residential Application Date: 04/22/2022 Owner: CO-OWNERS HAGUE JEFF AND HAGUE ASHLEY Work Class: Single Family Detached Issue Date: 06/29/2023 Subdivision: PARCEL MAP NO 19753 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 1355 CYNTHIA LN IVR Number: 40177 CARLSBAD,CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 242739-2024 Partial Pass Chris Renfro Re Inspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/22/2024 04/22/2024 BLDG-17 Interior 245894-2024 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/25/2024 10/25/2024 BLDG-Electric Meter 26S746-2024 Passed Chris Renfro Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Gas Meter 265745-2024 Passed Chris Renfro Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/13/2025 05/13/2025 BLDG-Final Inspection 284623-2025 Passed Chris Renfro Complete Tuesday, July 1, 2025 Page 2 of 3 Building Permit Inspection History Finaled C cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1398) Permit Type: BLDG-Residential Application Date: 04/22/2022 Owner: CO-OWNERS HAGUE JEFF AND HAGUE ASHLEY Work Class: Single Family Detached Issue Date: 06/29/2023 Subdivision: PARCEL MAP NO 19753 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 1355 CYNTHIA LN IVR Number: 40177 CARLSBAD.CA Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 07/28/2023 07/28/2023 BLDG-11 218955-2023 Passed Tim Kersch Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/16/2023 08/16/2023 BLDG-21 220799-2023 Partial Pass Tim Kersch Reinspection Incomplete Underground/Underflo orPlumblng Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/30/2023 08/30/2023 BLDG-11 222502-2023 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 10/26/2023 10/26/2023 BLDG-14 228483-2023 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Floor nailing. 2nd floor. Yes 11/15/2023 11/15/2023 BLDG-15 Roof/ReRoof 230575-2023 Partial Pass Tim Kersch Relnspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/11/2024 03/11/2024 BLDG-13 Shear 241722-2024 Passed Tim Kersch Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/19/2024 03/19/2024 BLDG-84 Rough 242549-2024 Passed Chris Renfro Complete Combo(14,24,34,44) Tuesday, July 1, 2025 Page 1 of 3 '."ii" ••-:~e-:::.~w,!:~~,.,;~4!~~~~~~"~ ~ n ~-~..i • ' -frf i/ ff'"'·' "~~a .'. .•..• • ~1-;Y'.~ .. '1:!,,,.~+Lc.,l~ld..U~t.JIZJ~~...::...~,,)l[t_.,J,.;,,~, •. , .Ff.V . ~:~--.s4,L.,~'...l-£.::r-,..,..._::+J,~~.µ.L,,--------- -.--· _ • ~ ~~~aYl -~,-~~-q3_qR:5B -~r..-JJ./;;_g_:t~ • .IJ . 'ftM#fPIICW~<Qt~·~~n1f«ltd~~- • ~, :· • . • UWMJ!(f:rcifilt~~wiln,aw,---~~~ thlf •• I -~-~fw'.-~aM <'••" ,·h• _.:~ ~~,\: ••J :q ~ _:-•~:.~ r~ • lW DATE: 8/16/2022 JURISDICTION: Carlsbad INTERWEST A SA~U,u1lt COMPANY □ APPLICANT □ JURIS. PLAN CHECK#.: CB-CBR2022-1398.rc3-approved ____ SET: IV PROJECT ADDRESS: 1355 Cynthia Lane PROJECT NAME: SFD for Jeff & Ashley Hague D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Mail Telephone Fax In Person ~ REMARKS: All architectural sheets shall b preparation. By: David Yao for AD lnterwest Received on: 8/8/2022 Emai the person responsible for their 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • lW I NTER W E ST A SAF1:bu1ll COMP.A.NV DATE: June 24, 2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2022-1398.rcl PROJECT ADDRESS: 1355 Cynthia Lane PROJECT NAME: SFD for Jeff & Ashley Hague SET: II □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. IZ! The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IZ! The applicant's copy of the check list has been sent to the jurisdiction at: Daniel Montijo D lnterwest staff did not advise the applicant that the plan check has been completed. IZ! lnterwest staff did advise the applicant that the plan check has been completed . Person contacted: Daniel Montijo Telephone#: 760-644-0714 Date contacted: Mail Telephone 0 REMARKS : By: Abe Doliente lnterwest (by: ) Fax In Person Received on: 6/17/22 Email: danny@dmbuilding.us Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-CBR2022-1398 May 4, 2022 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. OR; Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego , CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. PLANS 1. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 2. All sheets of plans must be signed by the person responsible for their preparation . (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. FIRE PROTECTION 6. Show on the plans the locations of permanently wired smoke alarms with battery backup, per Section R314: a) Such smoke alarm locations shall comply with the following: i) They shall be not less than 3' from the door opening of a bathroom. ii) They shall be at least 20' from a cooking appliance. Carlsbad CB-CBR2022-1398 May 4, 2022 iii) They shall be at least 3' from supply registers of heating/cooling systems. ROOFS/DECKS/BALCONIES 7. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. Section R317.1.6.Recheck the balcony over the guest room. FOUNDATION/STRUCTURAL REQUIREMENTS 16. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form. (CBC Chapter 17 and Section 107.2) Remove the note "NOT FOR CONSTRUCTION" on the plans. MISCELLANEOUS Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at lnterwest. Thank you. Carlsbad CB-CBR2022-1398 May 4, 2022 «~~ ~ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: __________ _ Project Address_· ________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0 . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print,._ _______________________________ _ (F1rsll (Ml) (Lasl) MailingAddreS,s,.._ ________________________________ _ Email_· ________________________ Phone: __________ _ I am: □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe • Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatur..._ ______________________ Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name:. __________________ Please check if you are Owner-Builder o Name: (Please print) _________________________________ _ (Fir,t) (Ml) (L&SI) Mailing Address: _________________________________ _ Email: ________________________ Phone· __________ _ State of California Contractor's License Number: __________ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I Jetter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature~· ______________________ Date: __________ _ B-45 Page 1 of 1 Rev. 08/11 Carlsbad CB-CBR2022-1398 May 4 , 2022 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2022-1398 PREPARED BY: Abe Doliente BUILDING ADDRESS: 1355 Cynthia Lane BUILDING OCCUPANCY: R3/U BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier SFD 3270 Garage 516 Patio 162 Deck 294 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee ~ 1 ,.r rn : 1997 UBC Plan Check Fee I JI.I !ii : Type of Review: D Repetitive Fee ,.. J Repeats Comments: Complete Review D Other D Hourty EsGil Fee DATE: May 4, 2022 Reg. VALUE ($) Mod. $3,724.921 D Structural Only $2,421.201 Sheet 1 of 1 I DG STRUCTURAL ENGINEERING Structural Calculation Cynthia Lane Residence Cynthia Lane Carlsbad, CA 92008 For Proto Homes 917 W 1 ih Street, Los Angeles, CA 90015 IDG STRUCTURAL ENGINEERING 6040 N. Figueroa Street Los Angeles, CA 90042 01/07/22 ,-.. w gi co :::;O w f- Cl C/J <( w Cl:'. Cl:'. <( => Cl f- LL U (/) ~ (0 f-:0 (/) :::: Cl Cl~ ~ ~ >- Z ::::i~ LL~ CO ...J C/J O O') <( 0 j::: M -~~ ~ ::c e0~ LL I I-cj (/) N zz ~ N -co o>-:::J::~ ~ (.)~~@ I,(') 0 u > al~~~~ (.) '('"" z (/) Cl:'. ON CO 8~ en t--N M ~-(")N N~ ~ c.o "'-t I l.() N ~ N 0 N ~ ca (") "'-t 0 0 0 I N N 0 N > w 0 IDC:J Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: ____________________ _ Page: 1 Date: 1/7 /22 By: RF Table of Contents Unit Loads Gravity Framing Foundations Lateral Coef (Wind/Seismic), Mass Takeoff, Distribution Shear Walls and Hold Downs Diaphragms, Chords Description Pg# 2 3-12 13 14-20 20-34 35-36 ---- Construction of a new 2 story wood framed single family residence. Light framed wood bearing shearwalls and plywood diaphragms. ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: ___ 2 __ Description: ----------------------Date: ----- Unit Loads By: _R_F ___ _ Roof Roofing 2.5 psf ½ Plywood 1.5 psf Roof Joists (2x10 at 16" allowance, using lighter) 2.2 psf Insulation 1.90 psf 5/8" Gyp Ceiling 2.8 psf MEP 1.5 psf Misc 2.6 psf Sum= 15.0 psf Roof Live Load = 20 psf Floors 1" Hardwood Flooring 4.0 psf 1½ Plywood Sheathing 3.4 psf Joists (11-7/8 TJI 360 at 12" allowance) 3.0 psf Insulation 1.0 psf 5/8" Gyp Ceiling 2.8 psf MEP 1.5 psf Misc 2.3 psf Sum= 18.0 psf Floor Live Load = 40 psf Balconies and Deck Live Load= 60 psf Exterior Wood Walls Stucco 10.0 psf ½ Plywood 1.5 psf Studs 2x6 at 16" 1.7 psf Insulation 1.0 psf Gyp 5/8" 2.3 psf MEP 0.5 psf Misc 2.0 psf Sum = 19.0 psf Wind Risk Category 11 96 mph IDC:I Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: ___ 3 __ Description: Engineered Lumber Properties Date: -----By: RF ----- TJI Properties Design Properties (100% Load Duration) Basic Properties Reaction Properties Joist Maximum Joist Only Maximum l~A• End 3½" End JW Intermediate 5¼" lnte Depth rne Resistiwe Vertical Reaction (lbs} Reacll Weight Momentm El X 101 Shear Reaction Reaction (lbs/ft) (ft-lbs} (in.Z-lbs) (lbs) (lbs) fibs) No Web With Web No Web Stiffeners Sliffenersm Stif1eneu 11D 2.3 2,500 157 1,220 910 1,220 1,935 N.A. 2,350 9W 210 2.6 3,000 186 1,330 1,005 1,330 2,145 NA 2,565 230 2.7 3,330 206 1,330 1,060 1,330 2,410 N.A. 2,790 110 2.5 3,160 267 1,560 91.0 1,375 1,935 2,295 2,350 210 2.8 3 795 315 l 655 I 005 I 460 2145 2 505 2 565 11¼" 230 3.0 4.215 347 l 655 l 060 l 485 2 4to 2 765 2,790 360 3.0 6 180 419 l 705 l 080 1.505 2.460 2,815 3.000 560 4,0 9,500 636 2,050 1,265 1,725 3,000 3,475 3,455 LSL Properties Allowable Des'ign Propertiesm (100% Load Duration) Denth Grade Width Design Prop-erty 5W ,VJ\" 5W Plank 71A" 8¾" 9W 9½" 11¾" JJ¼" Orientation -: i: ; . I'., , 11, TI..'I 1,1.Ul,.'ll I Moment (ff-lbs) 1,735 2,685 1,780 4,550 6,335 7,240 10.520 1.JE 3½" S•hea r (lbs) 4,085 5,B5 1.925 6,765 8,050 8,635 10,500 Moment of Inertia (in.~) 24 49 20 111 187 231 415 Weight(plO 4.5 5_6 5.6 7.4 8.8 9.4 11.5 Moment (fl-lbs.) 4,950 5 210 7,195 7975 1¼" Shea r (lbs) 3,345 3,435 4,070 4,295 Mamenl of Inertia {in.') ll5 125 208 244 1.55[ Weight (plf} 5.1 5.2 6-2 6.5 Moment (fl-lbs) 9,905 10420 14,390 15 955 3½" Shear (lbs) 6.69~ 6,870 8,140 8,590 Moment of Inertia (in.~l 231 250 415 488 Weiotit (Dlf} 10.l 10.4 12.3 13 PSL Properties Parallame PSL Moment (ft-lbs) 12,415 13.055 17,970 19,900 3½" Shear (lbs) Moment of Inertia (in.4) Weitht (pit) Moment (ft-lbs) ¼-tlo 6,430 7.615 8,035 I 250 415 488 i-l 10.4 12.3 13.0 18,625 19,585 26,955 29,855 2.0E 5¼" Shear (lbs) Moment of Inertia (in.4) 9.J90 9,645 I ll,420 12,055 346 375 623 733 Weirht (oif) 15.2 15.6 18.5 19.5 --. ~ -· . IDC:, Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: Typical Floor Joists 24' Max Span DL = LL = 24 Ft Max Span Trib = wd = wl = wd+I = Span = M = Mallow = D/C = Ix = E = ~d = ~LL = ~d+L = 18.0 40 12.00 18.00 40.00 58.00 24 4176.0 6180 0.68 419.0 1000000 0.32 0.71 1.03 ~ psf psf in plf plf plf ft lb*ft lb*ft; 11½ TJI 360 OK in4 psi in L/ 898 in L/ 404 in L / 279 Page: ___ 4 __ _ Date: -----By: _R_F ___ _ ~ Use 11¼ TJI 360 at 12" For typical Joists ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: Typical Floor Joists 16' Max Span DL = LL = 16 Ft Max Span Trib = wd = wl = wd+I = Span = M = Mallow = D/C = Ix = E = ~d = ML = ~d+L = 18.0 40 16.00 24.00 53.33 77.33 16 2474.7 3795 0.65 315.0 1000000 0.11 0.25 0.36 psf psf in plf plf plf ft lb*ft lb*ft; 11½ TJI 210 OK in4 psi in L / 1709 in L/ 769 in L/ 530 Page: ___ 5 __ _ Date: ----- By: _R_F ___ _ Use 11½ TJI 310 at 16" For typical Joists ID~ Job: Cynthia Ln Residence, Ca rlsbad, CA 92008 Page: ___ 6 __ _ Description: Deck Joists 15' Max Span icl~ ~-~~ i~ 5 ~i £ "'" 1..-1r.,. ~~ DL = LL = 15 Ft Max Span Trib = wd = wl = wd+I = Span = M = Mallow = D/C = Ix = E = t..d = ML = t..d+L = 18.0 60 16.00 24.00 80.00 104.00 15 2925.0 3160 0.93 419.0 1000000 0.07 0.22 0.28 ~ psf psf in plf plf plf ft lb*ft lb*ft; 11½ TJI 110 OK in4 psi in L/ 2759 in L/ 828 in L / 637 Date: -----By: _R_F ___ _ r " :, Use 11¼ TJI 110 at 16" For Deck Joists (min) IDC:J Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: ___ 7 __ _ Description: Typical Roof Joists ----, •1 I L - DL LLR 29 Ft Max Span Trib wd wl wd+I Span M Cd Mallow Cd*Mallow D/C Ix E ~d ~LL ~d+L I C = = = = = = = = = = = = = = = = = Date: -----By: _R_F ___ _ ----------, . __. 18.0 psf 20 psf 12.00 in 18.00 plf 20.00 plf 38.00 plf 29 ft 3994.8 lb*ft 1.25 6180 lb*ft 7725 lb*ft 0.52 OK 419.0 in4 1000000 psi 0.68 in L / 509 0.76 in L/ 458 1.44 in L/ 241 Use 11¼ TJI 360 at 12" For typical Roof Joists ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: __ 8 __ _ Description: Typical Roof Joists c:: L I 11hiJl:llOA.rU·oc ·-·-·-' ., I I L - 20 Ft Max Span DL LLR Trib wd wl wd+I Span M Cd Mallow Cd*Mallow D/C Ix E ~d ML ~d+L = = = = = = = = = = = = = = = = = Date: -----By: _R_F ___ _ -----------, 18.0 psf 20 psf 24.00 in 36.00 plf 40.00 plf 76.00 plf 20 ft 3800.0 lb*ft 1.25 3795 lb*ft 4744 lb*ft 0.80 OK 315.0 in4 1000000 psi 0.41 in L/ 583 0.46 in L / 525 0.87 in L/ 276 Use 11¼ TJI 210 at 24" For 20' span roof ID<:. Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: 2nd Floor Beams DL = LL = 18.0 40 8 Ft Max Span (worst case 3½x11½ LSL ) Trib = 15.00 wd = 270 wl = 600 wd+I = 870 Span = 8 M = 6960 Cd = 1.00 Mallow = 9095 Cd*Mallow = 9095 D/C = 0.77 Ix = 231.0 E = 1550000 ~d = 0.07 ~LL = 0.15 ~d+L = 0.22 psf psf ft plf plf plf ft lb*ft lb*ft, 3½x9¼ LVL lb*ft OK in4 psi in L / 1381 in L / 622 in L/ 429 Use 3½xx9¼ LVL 1.55E Min Page: 9 -----Date: -----By: RF ----- ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: 2nd Floor Beams DL = LL = 20' Floor Beam Trib = wd = wl = wd+I = Span = M = Cd = Mallow = Cd*Mallow D/C = Ix = E = L\d = £\LL = L\d+L = 18.0 40 6.25 113 250 363 20 18125 1.00 29855 29855 0.61 733.0 2000000 0.28 0.61 0.89 psf psf ft plf plf plf ft lb*ft lb*ft lb*ft OK in4 psi in in in Page: __ 1_0 __ _ Date: -----By: RF ----- L/ 869 L / 391 L/ 270 Use S¼xll¼ PSL 2.0E Min ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: __ 1_1 __ _ Description: 2nd Floor Beams Date: -----By: RF 1 Garage Header DL = 18.0 psf LLR = 20 psf Exterior Wall = 19 psf Roof Trib = 2.50 ft Wall Trib = 10.00 ft wd = 235.00 plf wl = 50.00 plf wd+I = 285.00 plf Span = 24 ft M = 20520 lb*ft Cd = 1.25 Mallow = 26955 lb*ft Cd*Mallow = 33694 lb*ft D/C = 0.61 OK Ix = 733.0 in4 E = 2000000 psi ~d = 1.20 in L/ 241 ~LLR = 0.25 in L / 1131 ~d+L = 1.45 in L/ 198 Use S¼xll¼ PSL 2.0E Min Use x14 ID~ Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Description: Roof Beams ------------------------ •1 I DL LLR = = -----------, ---------------"------ 15.0 psf 20 psf 20.5 Ft Max Span (worst case 3½x9¼ beam) Trib = 10.0 ft wd = 150.0 plf wl = 200.0 plf wd+I = 350.0 plf Span = 20 ft M = 17500 lb*ft Cd = 1.25 Mallow = 29855 lb*ft Cd*Mallow = 37319 lb*ft D/C = 0.47 OK Ix = 733.0 in4 E = 1550000 psi ~d = 0.48 in L / 505 ~LL = 0.63 in L / 379 ~d+L = 1.11 in L/ 216 Page: __ 1_2 __ _ Date: -----By: RF Use 5¼x11 7 /8 PSL 2.0E Min IDC:, Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: -----13 Description: Foundations Date: ----- By: _R_F ___ _ Loads Floor DL = 18 psf Roof DL = 15 psf Floor LL = 40 psf Roof LL = 20 psf Exterior Wall = 19 psf Capacity pa = 1500 psf, 2000 psf for Ch 18 presumtive values designing to 1500 psf max, consv Exterior Walls Roof Trib = 15 ft Floor Trib = 15 ft Wall Trib = 23 ft wD+L = 1832 plf (ASD) Continuous Footing Width = 2 ft Pallow = 3000 plf (ASD) D/C = 0.61 ok Use 24" wide continuous footings, typ ID~ Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: ______________________ _ Ch. 30 Components and Cladding Part 2: Low-Rise Buildings Simplified A, = Pnet = A K,t pnet30 1 1 Fig. 30.4-1 §26.8 Exp Bat 30ft Pnet30 = Fig. 30.4-1 Values for 95 mph Walls Pnet 30 pnet Zone 4+ 16.2 16.2 psf, for 10 ft2 Zone 4--17.6 -17.6 psf, for 10 ft2 Zone 5+ 16.2 16.2 psf, for 10 ft2 Zone 5--21.7 -21.7 psf, for 10 ft2 Roof 0-7° Pnet 30 pnet Zo ne 1+ 9.8 9.8 psf, for 10 ft2 Zone 1--30 -30.0 psf, for 10 ft2 Zone 2+ 9.8 9.8 psf, for 10 ft2 Zone 2--30 -30.0 psf, for 10 ft2 Zone 3+ 9.8 9.8 psf, for 10 ft2 Zone 3--52 -52.0 psf, for 10 ft2 Positive Values Towards Surface Negative Values Away From Surface y y~ Gable Roof (7° < 0 s 45°) Page: 14 ----- Date: -----By: _R_F ___ _ IDC:J Job: Cynthia Ln Residence, Carlsbad, CA 92008 15 Page: ----- Description: ------------------------Date: ----- Wind Load / Seismic Governs check Exposure B H = 23.00 ft MFRS (Simplified Envelope} Design Wind Load Ps = "A, K,1 Ps3o EQ. 28.6-1 A, = 1 exposure B at 30' K,1 = 1 V = 94 mph Ps3o = Zone A Zone B Zone C Zone D Ps3o = 12.8 -6.7 8.5 -4 Ps = 12.8 -6.7 8.5 -4 a = least of 0.4H, 10% least horizontal direction a not less than 4% least horizontal direction or 3' b = a = 35.0 3.5 ft, least horizontal direction ft By: RF ----- psf psf using Zone A and C for all inplace of zone band d, conservative for max shear Zone A Area = 161.0 ft2 , a * h * 2 Zone C Area = 1530 ft2, (70'-a)*h VWind = Vseismic = 15.06 18.55 kips,}: ZoneA Area*ps + Zone C Area*ps kips Seismic Governs 1/7/22, 11 :54 AM ATC Hazards by Location L\TC Hazards by Location Search Information Coordinates: 33.16795265196718, -117.34203132375552 1llna Island ssential Elevation: 126 ft 1 Habitat... Timestamp: 2022-01-07T19:54:19.7 452 Hazard Type: Seismic Reference ASCE7-16 Document: Go gle Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.048 MCER ground motion (period=0.2s) S1 0.381 MCER ground motion (period=1.0s) SMs 1.258 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0.838 Numeric seismic design value at 0.2s SA So1 • null Numeric seismic design value at 1 .Os SA * See Section 11.4.8 •Additional Information Name Value Description soc • null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv • null Site amplification factor at 1.0s CRs 0.897 Coefficient of risk (0.2s) CR1 0.907 Coefficient of risk (1 .0s) PGA 0.461 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.553 Site modified peak ground acceleration TL 8 Long-period transition period (s) https://hazards.atcouncil.org/#/seismic?lat=33.16795265196718&Ing=-117 .34203132375552&address= Temecula 0 16 126 ft Ocea,de ij; Escondido 0 Anza-1 De Stah San r.;,.,..,.. O ,Map data ©2022 Google, INEGI 1/2 IDC:, Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: Lightframed Bearing Shear Wall R = 6.5, .Q = 3, Cd= 4 Ss = 51 = Site Class= Occupancy Category= R= hn = Lateral System = Importance Factor = Fa= F = V SMs= SM1= Sos= 501 = Ta= Ts= TL= Seismic Design Category = Ta= 1.048 0.381 D I or II 6.5 Default (Table 1-1) (Table 12.2-1) 22 ft, height above base (§12.8.2.1) All others ~- tructural systems --l (Table 12.8-2) 1 (Table 11.5-1) 1.200 (Table 11.4-1) ASCE 7-16 1.919 (Table 11.4-2) ASCE 7-16 1.258 FaSs, (11.4-1) 0.731 FvSv (11.4-2) 0.838 2/3 SMs, {11.4-3) 0.487 2/3 SM1, (11.4-4) 0.116 0.2 501 / Sos 0.581 501 / Sos 8 (Table 22-16) D (Table 11.6-1) 0.203 Ci hn", (12.8-7) Page: 17 Date: 12/31/21 By: _R_F ___ _ Increase For Eq.12.8-3 and 12.8-4 1.00 T < 1.5Ts, No Increase For Site Class D per 11.8.2 Exception 2 C = s Csmax = Csmax = Csmin = Csmin = V = p= pV= 0.129 Sos I (R/I), (12.8-2) 0.369 501 / [T(R/I)] for T <TL, (12.8-3) 14.53 501 TJ [T2(R/I)] forT > TL, (12.8-4) 0.01 (12.8-5) 0.03 0.5 51 / (R/I) for 51 ~ 0.6g, (12.8-6) 0.129 Cs W, (12.8-1) 1 redundancy factor per §12.3.4.2 / min 2 bays ea side of bldg 0.129 W IDC:, Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: 18 ----- Description: Seismic Mass Date: -----By: _R_F ___ _ Unit Loads Floor DL = 18 psf Roof DL = 15 psf Ext Wall DL = 19 psf Vu = 0.129 light framed shearwalls Total Seismic Mass Roof Roof Area = 2042.4 ft2 Ext Wall Area = 1334.7 ft2 Roof Mass = 30.6 k Wall Mass = 25.4 k Total Roof = 56.00 k 2nd Floor Floor Area = 2110.5 ft2 Ext Wall Area = 2623.6 ft2 Floor Mass = 38.0 k Wall Mass = 49.8 k Total Floor = 87.84 k Vertical Distribution of Forces height mass hx % Fx Vx ft kips H*M hx/Sum kips kips Roof 22.7 56.00 1269.2 0.55 10.20 10.20 2nd Floor 11.8 87.84 1039.4 0.45 8.35 18.55 143.8 2308.6 1.00 18.6 Total Mass = 143.83 kips Vu = 18.55 kips, Total Seismic Mass IDC:, Job: Cynthia Ln Residence, Carlsbad, CA 92008 Page: 19 ----- Description: Seismic Mass Date: -----By: _R_F ___ _ Horizontal Distribution of Forces Sds = 0.838 Seismic Coeff I = 1 upper bound = 0.335 0.4 Sds I lower bound = 0.168 0.2 Sds I wpx Vx sumWx Vx/ FpxCoef Fpx kips kips kips sumWx kips Roof 42.91 10.20 42.9 0.24 0.238 10.20 2nd Floor 68.28 18.55 111.2 0.17 0.168 11.44 111.19 IDC:J Job: Cynthia Ln Residence, Carlsbad, CA 92008 Description: Generic Tabulated Capacities Shearwalls Note: These are general tabulated capacities for reference, not all items are necessarily used on a project Page: 20 Date: 1/07 /22 By: _R_F ___ _ Nominal Unit Shear Capacities for Wood Frame Shear Walls (NDS Table 4.3A) Spacing Struct 1 Grade Thickness Fastener Capacity 6.0 4.0 3.0 2.0 2.0 Type Level vs (plf) vs (plf) VS (plf) vs (plf) vs (plf) Nominal 620 920 1200 1540 1740 Cdx 15/32 l0d STR 496 736 960 1232 1392 ASD 310 460 600 770 870 $ = 0.8 (STR) ; .0 = 2.0 (ASD) Ga 14 17 19 23 28 Shear Transfer LARR 25716 (lb) 24 16 12 8 6 A34 365 182.5 273.75 365 547.5 730 A35 450 225 337.5 450 675 900 Corresponding shearwall 10dat6 10dat4 10dat3 10dat2 Sill 5/8"¢ Sill bolt in 3x Vallow= 1180 lbs 32 24 16 in, spacing 1.6 Vallow= 1888 vallow = 708 944 1416 plf Hold Downs LARR 25720; values w/ 0.8 City of LA reduction for holdowns Allow 0.8Allow {j,a 55TB Allow HDU2 4x 3075 2460 0.088 SSTB20 3145 HDU4 4x 4565 3652 0.114 SSTB24 3740 HDU5 4x 5670 4536 0.115 SB5/8x24 6675 HDU8 4x 6970 5576 0.100 SSTB28 8315 HDU8 6x 7870 6296 0.113 SSTB28 8315 HDQ8 6x 9230 7384 0.095 5B7/8x24 8795 HDUl l 6x 9535 7628 0.137 5B1x30 11470 HHDQll 6x 11810 9448 0.131 HDU14 8x 14390 11512 0.172 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 21 ------- Description: Shearwalls ----------------------------Date: ------By: RF 2nd Floor Key Plan Showing 1st Floor Walls Roof Key Plan Showing 2nd Floor Walls c•::r-,,,.~✓~: FOi =-=-=':=-::=-=--=,.._-'-=-'"=-,c<!ais=ia.:a-~ .... --r=-= CS16 v,, l(;eN<lfH TO WALL ANO f{-0" tNTO QL.OO(ING ---~ . ., I I I MSfC.l ~IFL=--=-c__:::..!;::....=:....ri.~..:i-~=====;.====~ :!! ~ Fx kips Roof = 10.20 2nd Floor = 8.35 - rv, AO( Floor Area ft2 2042.4 2110.5 WU psf 4.99 3.96 North, South, East, West Elevations Each receive 1/2 tot al floor shears - I lo I A .;, ,~. I --' IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: __ 2_2 __ Date: Description: Shearwalls -----By: _R_F ___ _ Roof North Elevation, Shear Wall Shearwall demands Vu = 5.10 kips, L = 14.50 ft, total length of wall vu = 352 plf Shearwall capacity h = 9.08 ft, top of floor plate to underside of floor plate b = 6.50 ft, shortest panel length h/b = 1.40 Max allow 3.5, over 2 reduce capacity redux = 1.00 2*b /h for aspect ratios between 2 and 3.5 cpvn = 496 plf, 10d at 6" cpvn redux = 496 plf D/C = 0.71 ok Holdowns H = 10.00 ft, t op of floor plate to top of floor plate Pu = 3517 lbs, (STR), vu*h 0.9 DL = 0 lbs, 0.9 Resisting Dead Load used p = 2512 lbs, (ASD) Qp = 7537 lbs, (ASD) ; n = 3, Discontinuous with transfer beam HDU8 w/ 6x = 7870 lb,ASD D/C = 0.96 ok Deflection E = 1600000 psi, modulus of elasticity of end posts A = 19.25 in2, area of end post cross-section Ga = 17 k/in, shearwall stiffness from NOS Tables 4.3A 11a = 0.125 in, hold down elongation, listed Value ratio by DC osw = 0.37 in, NDS Eq 4.3-1 Cd = 4 ASCE Table 12.2.1 ox = 1.50 in, Cd*osw 11 allow = 2.4 in, 0.02 H ok Use 10d at 6" CDx w/ HDU8 w/ 6x ID<:. Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 23 ----- Description: Shearwalls -----------------------Date: ----- Beam Supporting Discontinuous Walls Equivalent Loads Mu Max = 12.75 QMu = 38.25 QM = 27.32 Cd = 1.6 M req'd = 17.1 Mallow = 29.85 D/C = 0.57 k*ft (STR) k*ft (STR) ; Mu Max * 3 k*ft (ASD) Dist Load (Down + J 0.000 at 24.000 ShearV2 ·2.13 at 24.000 MomentM3 12.750 at 6.000 load duration factor for wood in seismic k*ft; QM/ Cd k*ft, 5¼x11 7 /8" PSL ok By: _R_F ___ _ Use Min S¼x 11 7 /8" PSL Post/ Hold Down/ Beam Shear Connection Pu = 2.13 kips, Max Shear at Beam Ends; Vu = Pu QPu = 6.39 kips (STR) Qp = 4.56 kips (ASD) HDU8 w/ 6x = 7870 lb, ASD D/C = 0.58 ok Use HDU8 at Foundation IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 24 -----Date: Description: Shearwalls --------------------------- 2nd Floor North Elevation, Shear Wall Shearwall demands Vu 2nd fir = Vu roof = Vu = L = vu = Shearwall capacity h = b = h/b = redux = ¢vn = ¢vn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU5 = D/C = Deflection E = A Ga = t:ia = 6sw = Cd = ox = ti allow = 4.18 5.10 9.28 16.08 577 11.0 3.83 2.87 0.70 960 669 0.86 12.0 6922 0 4944 5670 0.87 1600000 19.25 19 0.061 0.56 4 2.24 2.88 By: RF kips kips kips, 2nd fir+ roof ft, total length of wall plf ----- ft, top of floor plate to underside of floor plate ft, shortest panel length Max allow 3.5, over 2 reduce capacity 2*b /h for aspect ratios between 2 and 3.5 plf, 10d at 3" plf ok ft, top of floor plate to top of floor plate lbs, (STR), (vu * H) + Pu Roof lbs, 0.9 Resisting Dead Load used lbs, (ASD) lb, ASD ok psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NDS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NDS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*6sw in, 0.02 H ok Use 10d at 3" CDx w/ HDUS IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: -----25 Description: Shearwalls Date: ----- Roof South Elevation, Shear Wall Shearwall demands Vu = L = vu = Shearwall capacity h = b = h/b = redux = q>vn = qivn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU8 = D/C = Deflection E = A = Ga = !:,,a = OSW = Cd = ox = !:,,allow = By: RF ----- 5.10 kips 8.83 ft, total length of wall 577 plf 21.00 ft, top of floor plate to underside of floor plate 8.83 ft, shortest panel length 2.38 Max allow 3.5, over 2 reduce capacity 0.84 2*b /h for aspect ratios between 2 and 3.5 736 plf, 10d at 4" 619 plf 0.93 ok 22.00 ft, top of floor plate to top of floor plate 12703 lbs, (STR), vu*h 1574 lbs, 0.9 Resisting Dead Load used 7499 lbs, (ASD) 7870 lb, ASD 0.95 ok 1600000 19.25 17 0.375 1.76 4 7.04 5.28 psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NOS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NOS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*osw in, 0.02 H ok Use 10d at 4" CDx w/ HDU4 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 26 ----- Description: Shearwalls ----------------------Date: -----By: RF ----- 2nd Floor South Elevation, Shear Wall Shearwall demands Vu 2nd fir = 4.18 kips Vu roof = 5.10 kips Vu = 5.10 kips, 2nd fir + roof L = 7.42 ft, total length of wall vu = 688 plf Shearwall capacity h = 10.0 ft, top of floor plate to underside of floor plate b = 7.42 ft, shortest panel length h/b = 1.35 Max allow 3.5, over 2 reduce capacity redux = 1.00 2*b /h for aspect ratios between 2 and 3.5 q,vn = 960 plf, 10d at 3" q,vn redux = 960 plf D/C = 0.72 ok Holdowns H = 11.0 ft, top of floor plate to top of floor plate Pu = 7565 lbs, (STR), (vu * H) + Pu Roof 0.9 DL = 0 lbs, 0.9 Resisting Dead Load used p = 5403 lbs, (ASD) HDU8 = 5576 lb, ASD D/C = 0.97 ok Deflection E = 1600000 psi, modulus of elasticity of end posts A = 12.25 in2, area of end post cross-section Ga = 19 k/in , shearwall stiffness from NOS Tables 4.3A /j_a = 0.088 in, hold down elongation, listed Value ratio by DC osw = 0.52 in, NOS Eq 4.3-1 Cd = 4 ASCE Table 12.2.1 ox = 2.08 in, Cd*osw fj,allow = 2.64 in, 0.02 H ok Use 10d at 3" CDx w/ HDU8 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: ___ 27 __ Date: Description: Shearwalls --------------------------- Roof East, Shear Wall Full Height Shearwall demands Vu = L = vu = Shearwall capacity h = b = h/b = redux = <t>vn = <t>vn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU4 = D/C = Deflection E = A = Ga = ba = OSW = Cd = ox = ballow = By: RF 2.55 kips 9.50 ft, total length of wall 268 plf 20.00 ft, top of floor plate to underside of floor plate 9.50 ft, shortest panel length 2.11 Max allow 3.5, over 2 reduce capacity 0.90 2*b /h for aspect ratios between 2 and 3.5 496 plf, 10d at 6" 449 plf 0.60 ok 21.00 ft, top of floor plate to top of floor plate 5637 lbs, (STR), vu*h 1616 lbs, 0.9 Resisting Dead Load used 2411 lbs, (ASD) 3652 lb,ASD 0.66 ok 1600000 19.25 14 0.060 0.57 4 2.28 5.04 psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NOS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NDS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*osw in, 0.02 H ok Use 10d at 6" CDx w/ HDU4 ID<:. Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: __ 2_8 __ Date: Description: Shearwalls --------------------------- Roof East, Shear Wall to 2nd Floor Shearwall demands Vu = L = vu = Shearwall capacity h = b = h/b = redux = cj>vn = cj>vn redux = 0/C = Holdowns H = Pu = 0.9 DL = p = HDU2 = D/C = Deflection E = A = Ga = t::,,a = osw = Cd = ox = t::,,allow = 2.55 9.50 268 9.00 9.50 0.95 1.00 496 496 0.54 10.00 2684 770 1148 3075 0.37 1600000 19.25 14 0.044 0.22 4 0.88 2.4 By: RF kips ft, tota I length of wall plf ----- ft, top of floor plate to underside of floor plate ft, shortest panel length Max allow 3.5, over 2 reduce capacity 2*b /h for aspect ratios between 2 and 3.5 plf, 10d at 6" plf ok ft, top of floor plate to top of floor plate lbs, (STR), vu*h lbs, 0.9 Resisting Dead Load used lbs, (ASD) lb, ASD ok psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NDS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NDS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*osw in, 0.02 H ok Use 10d at 6" CDx w/ HOU2 Or CMSTC16 or MSTC52 Straps IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: ___ 29 __ Description: Shearwalls ----------------------Date: -----By: _R_F ___ _ 2nd Floor East, Shear Wall (not including roof loads for 8'-3" segment) Shearwall demands Vu 2nd fir = 4.18 kips Vu roof = 0.00 kips Vu = 4.18 kips, 2nd fir + roof L = 26.92 ft, total length of wall vu = 155 plf Shearwall ca pacity h = 10.0 ft, top of floor plate to underside of floor plate b = 8.25 ft, shortest panel length h/b = 1.21 Max allow 3.5, over 2 reduce capacity redux = 1.00 2*b /h for aspect ratios between 2 and 3.5 cpvn = 960 plf, 10d at 3" cpvn redux = 960 plf D/C = 0.16 ok Holdowns H = 11.0 ft, top of floor plate to top of floor plate Pu = 1707 lbs, (STR), (vu * H) 0.9 DL = 735 lbs, 0.9 Resisting Dead Load used p = 484 lbs, (ASD) HDU2 = 3075 lb, ASD D/C = 0.16 ok Deflection E = 1600000 psi, modulus of elasticity of end posts A = 19.25 in2, area of end post cross-section Ga = 19 k/in, shearwall stiffness from NDS Tables 4.3A !:.a = 0.005 in, hold down elongation, listed Value ratio by DC osw = 0.09 in, NOS Eq 4.3-1 Cd = 4 ASCE Table 12.2.1 ox = 0.37 in, Cd*osw !:.allow = 2.64 in, 0.02 H ok Use 10d at 6" CDx w/ HDU2 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: ___ 30 __ Description: Shearwalls ...:.,__..::...:.,. _ ___;_ _________________ _ Date: -----By: _R_F ___ _ 2nd Floor East, Shear Wall ( including roof loads from 9'-6" segment above) Shearwall demands vu 2nd floor = 155 plf vu roof = 268 plf L = 18.67 ft, total length of wall vu = 424 plf Shearwall capacity h = 10.0 ft, top of floor plate to underside of floor plate b = 18.67 ft, shortest panel length h/b = 0.54 Max allow 3.5, over 2 reduce capacity redux = 1.00 2*b /h for aspect ratios between 2 and 3.5 cpvn = 496 plf, 10d at 6" cpvn redux = 496 plf D/C = 0.85 ok Holdowns H = 11.0 ft, top of floor plate to top of floor plate Pu = 7344 lbs, (STR), (vu * H) + Pu Roof 0.9 DL = 1663 lbs, 0.9 Resisting Dead Load used p = 3583 lbs, (ASD) HDU4 = 4565 lb, ASD D/C = 0.78 ok Deflection E = 1600000 psi, modulus of elasticity of end posts A = 19.25 in2, area of end post cross-section Ga = 19 k/in, shearwall stiffness from NDS Tables 4.3A /j,a = 0.044 in, hold down elongation, listed Value ratio by DC osw = 0.25 in, NDS Eq 4.3-1 Cd = 4 ASCE Table 12.2.1 Bx = 1.01 in, Cd*osw fj,allow = 2.64 in, 0.02 H ok Use 10d at 6" CDx w/ HDU4 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 31 -----Date: Description: Shearwalls ---------------------------By: RF Roof West Shear Wall to 2nd Floor Shearwall demands Vu = L = vu = Shearwall capacity h = b = h/b = redux = <j>vn = <j>vn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU2 = D/C = Deflection E = A = Ga = 11a csw = Cd = ex = /1 allow = 5.10 12.42 411 9.00 12.42 0.72 1.00 496 496 0.83 10.00 4108 1006 1928 2460 0.78 1600000 19.25 14 0.143 0.37 4 1.50 2.4 kips, Area * wu ft, total length of wall pit ----- ft, top of floor plate to underside of floor plate ft, shortest panel length Max allow 3.5, over 2 reduce capacity 2*b /h for aspect ratios between 2 and 3.5 pit, 10d at 6" pit ok ft, top of floor plate to top of floor plate lbs, (STR), vu*h lbs, 0.9 Resisting Dead Load used lbs, (ASD) lb, ASD ok psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NDS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NDS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*csw in, 0.02 H ok Use 10d at 6" CDx w/ HDU2 Or CMSTC16 or MSTC52 Straps IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: -----32 Description: Shearwalls -=----=----~------------------Date: -----By: RF ----- 2nd Floor West Shear Wall (not including roof loads for 12'5" segment) Shearwall demands Vu = L = vu = Shearwall capacity h = b = h/b = redux = ¢vn = ¢vn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU2 = D/C = Deflection E = A = Ga = 6a = osw = Cd = ox = 6allow = 4.18 kips, 2nd fir+ roof 24.42 ft, total length of wall 171 plf 10.0 ft, top of floor plate to underside of floor plate 20.00 ft, shortest panel length a.so Max allow 3.5, over 2 reduce capacity 1.00 2*b /h for aspect ratios between 2 and 3.5 496 plf, 10d at 6" 496 plf 0.34 ok 11.0 ft, top of floor plate to top of floor plate 1881 lbs, (STR), (vu * H) 0 lbs, 0.9 Resisting Dead Load used 1344 lbs, (ASD) 2460 lb, ASD 0.55 ok 1600000 psi, modulus of elasticity of end posts 19.25 in2, area of end post cross-section 14 k/in, shearwall stiffness from NDS Tables 4.3A 0.050 in, hold down elongation, listed Value ratio by DC 0.15 in, NDS Eq 4.3-1 4 ASCE Table 12.2.1 0.60 in, Cd*osw 2.64 in, 0.02 H ok Use 10d at 611 CDx w/ HDU2 ID<:. Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 33 Page: ----- Description: Shearwalls ----------------------Date: -----By: _R_F ___ _ 2nd Floor West Shear Wall (including roof loads for 12'5" segment) Shearwall demands vu 2nd floor = 171 plf vu roof = 411 plf L = 12.42 ft, total length of wall vu = 582 plf, 2nd floor+ roof Shearwall capacity h = 10.0 ft, top of floor plate to underside of floor plate b = 12.42 ft, shortest panel length h/b = 0.81 Max allow 3.5, over 2 reduce capacity redux = 1.00 2*b /h for aspect ratios between 2 and 3.5 ct,vn = 736 plf, 10d at 4" cpvn redux = 736 plf D/C = 0.79 ok Holdowns H = 11.0 ft, top of floor plate to top of floor plate Pu = 10508 lbs, (STR), (vu * H) + Pu Roof 0.9 DL = 2112 lbs, 0.9 Resisting Dead Load used p = 5393 lbs, (ASD) HDU5 = 5670 lb, ASD D/C = 0.95 ok Deflection E = 1600000 psi, modulus of elasticity of end posts A = 19.25 in2, area of end post cross-section Ga = 14 k/in, shearwall stiffness from NOS Tables 4.3A /:J.a = 0.202 in, hold down elongation, listed Value ratio by DC osw = 0.59 in, NOS Eq 4.3-1 Cd = 4 ASCE Table 12.2.1 ox = 2.36 in, Cd*osw /:J.allow = 2.64 in, 0.02 H ok Use 10d at 4" CDx w/ HDU5 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: ___ 34 __ Description: Shearwalls Date: ____ _ 2nd Floor West Elevation Platform Shearwall demands Trib Area = Vu = L = vu = Shearwall capacity h = b = h/b = redux = cpvn = cpvn redux = D/C = Holdowns H = Pu = 0.9 DL = p = HDU2 = D/C = Deflection E A = Ga = 11a = osw = Cd = ox = /1 allow = By: RF ----- 112.50 ft2 0.45 kips, Area* wu 4.17 ft, total length of wall 107 plf 10.00 ft, top of floor plate to underside of floor plate 4.17 ft, shortest panel length 2.40 Max allow 3.5, over 2 reduce capacity 0.76 2*b /h for aspect ratios between 2 and 3.5 496 plf, 10d at 6" 376 plf 0.28 ok 11.00 ft, top of floor plate to top of floor plate 1176 lbs, (STR), vu*h 371 lbs, 0.9 Resisting Dead Load used 468 lbs, (ASD) 3075 lb,ASD 0.15 ok 1600000 19.25 17 0.007 0.09 4 0.35 2.64 psi, modulus of elasticity of end posts in2, area of end post cross-section k/in, shearwall stiffness from NOS Tables 4.3A in, hold down elongation, listed Value ratio by DC in, NOS Eq 4.3-1 ASCE Table 12.2.1 in, Cd*osw in, 0.02 H ok Use 10d at 6" CDx w/ HDU2 IDC:, Job: Isis Residence, 7742 Isis Av, Los Angeles, CA 90045 Page: 35 ----- Description: Lateral Diaphragms Date: -----By: _R_F ___ _ Diaphragm Capacities Vn (str) <j>Vn Type plf plf full designation u 430 344 10d at 6,12, unblocked 611 BN 640 512 10d at 6,6,12 4" BN 850 680 10d at 4,6,12 Diaphragm Demands / Checks Roof Vu = 10.20 k; total roof shear Vu = 5.10 k; 1/2 to each elevation L= 30.00 ft, Shorter Direction vu = 170.0 plf <j>vn = 344 10d at 611 unblocked D/C= 0.49 ok 2nd Floor Typical Vu = 11.44 k; total floor shear Vu = 5.72 k; 1/2 to each elevation L= 30.00 ft, Shorter Direction vu = 190.7 plf (j>vn = 344 10d at 611 unblocked D/C = 0.55 ok 2nd Floor South Elevation L = 14.00 ft, Shorter Direction vu= (j>vn = D/C= 408.7 plf 512 10d at 611 blocked 0.80 ok Roof Use Min 10d at 6" unblocked 2nd Use Min 10d at 6" unblocked 2nd Use Min 10d at 6,6,12 blocked At Garage, Discontinuous Transfer from Roof to 2nd Floor Increase= 1.25 for load transfer L = 30 ft vu = 403 plf; Vu Roof* Increase + vu 2nd Floor Typ (j>vn = 512 10d at 6" blocked D/C = 0.79 ok 2nd Use Min 10d at 6,6,12 blocked At Garage IDC:I Job: Isis Residence, 7742 Isis Av, Los Ange les, CA 90045 Page: ___ 36 __ Description: Lateral Diaphragms Date: -----By: _R_F ___ _ Chord Checks Vu = 11.44 kips L = 70 ft, distance between resisting lines wu = 0.16 kif, Vu/ L Mu = 100.13 k*ft,wL2 /8 D = 30 ft, Chord = 3.34 kips (str), M u / D Chord = 2.38 kips (asd) Capacity of LVL Rim Board Ledger A = 20.8 in2 Ft = 1555 psi T = 32.3 kips D/C = 0.07 ok Use min l½xll¼ Rim Board MSTA30 = 2.05 kips W/ min 2 MSTA30 2 MSTA30 = 4.1 kips, if spliced D/C = 0.58 ok ENGINEERING DESIGN GROUP www.designgroupca.com 2121 Montiel Road, San Marcos, CA 92069 760.839 7302 PRELIMINARY GEOTECHNICAL INVEST/GA T/ON AND RECOMMENDA T/ONS PROPOSED NEW, SINGLE-FAMILY RESIDENCE TO BE LOCATED AT CYNTHIA LANE {APN: 156-231-70) CARLSBAD, CALIFORNIA EDG Project No. 216614-1 October 181\ 2021 ,-w gJ Ill ::::: 0 w I- (9 (/) <( w 0:: 0:: <( :::::> (9 I-u. 0 (/) :::::> 0:: (J:) I-U1 (/) ::::: (9 (9 ~ ~ ti) >- PREPARED FOR: Z :::i ~ u. -...., ()() ...J (/) 0 a, - Jeff Hague M <( ~ ~ -N Q. ...... :I: • 6244 Dartington Way (") u. N t-0 (/) Carlsbad, California NZ ~ co 0 >-::J ::: ....._ ~u ~~@ &t>oO> CD~~~~ U..-z(f)o:: ON co ON 00 O') l'-N ....---M MN N~ ~ <D "-t I l.() N ....-- N 0 N a:= al (") "-t 0 0 0 I N N 0 N > w 0 ENGINEERING DESIGN GROUP www.designgroupca.com Date: October 18th, 2021 To: Jeff Hague 6244 Dartington Way Carlsbad, California 2121 Montiel Road. San Marcos, CA 92069 760 .839 .7302 Re: Proposed new, single-family residence to be located at Cynthia Lane (APN: 156-231-70), Carlsbad, California Subject: Geotechnical Investigation and Recommendations Report In accordance with your request and our signed proposal we have provided this preliminary geotechnical investigation and recommendations report of the subject site for the proposed new, single-family residence. The findings of the investigation, earthwork recommendations and foundation design parameters are presented in this report. In general, it is our opinion that the proposed construction, as described herein, is feasible from a geotechnical standpoint, provided the recommendations of this report and generally accepted construction practices are followed. If you have any questions regarding the following report, please do not hesitate to contact our office. Sincerely, ENGINEERING DESIGN GROUP Steven Norris California GE#2590 Erin E. Rist California RCE #65122 Table of Contents 1.0 SCOPE ................................................................................................................................................ l 2.0 SITE AND PROJECT DESCRIPTION ...................................................................................................... 1 3.0 FIELD INVESTIGATION ....................................................................................................................... 1 4.0 SUBSURFACE CONDITIONS ............................................................................................................... 1 5.0 GEOLOGIC HAZARDS ......................................................................................................................... 2 6.0 GROUND WATER ............................................................................................................................... 3 7.0 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS ................................................................ 3 8.0 GRADING AND EARTHWORK ............................................................................................................. 4 9.0 SEISMIC DESIGN PARAMETERS ......................................................................................................... 6 10.0 SHALLOW FOUNDATIONS ................................................................................................................. 7 11.0 COR ROSION AND VAPOR EMISSION ................................................................................................. 8 12.0 CONCRETE SLAB-ON-GRADE ........................................................................................................... 10 13.0 RETAINING WALLS ........................................................................................................................... 11 14.0 POOL ............................................................................................................................................... 13 15.0 INFILTRATION .................................................................................................................................. 14 16.0 SURFACE DRAINAGE ........................................................................................................................ 15 17.0 LABORATORYTESTING .................................................................................................................... 15 18.0 CONSTRUCTION OBSERVATION AND TESTING ............................................................................... 16 19.0 MISCELLANEOUS ............................................................................................................................. 17 FIGURES Site Vicinity Map .......................................................................................................................... Figure No. 1 Site Location Map ........................................................................................................................ Figure No. 2 Site Plan ....................................................................................................................................... Figure No. 3 Test Pit Logs ....................................................................................................................... Test Pit Logs 1 -2 APPENDICES References .................................................................................................................................... Appendix A General Earthwork and Grading Specifications ............................................................................ Appendix B Laboratory Results ........................................................................................................................ Appendix C Retaining Wall Drainage and Slab Underdrain Detail ................................................................... Appendix D 1.0 SCOPE This report gives our geotechnical recommendations for the proposed new, single-family residence to be located at Cynthia Lane (APN: 156-231-70), Carlsbad, California. (See Figure No. 1, "Site Vicinity Map", and Figure No. 2, "Site Location Map"). The scope of our work conducted onsite to date has included a visual reconnaissance of the property and surrounding areas, review of geologic maps, a limited subsurface investigation of the subject property, review of preliminary project plans, laboratory tests and preparation of this report presenting our findings, conclusions, and recommendations. 2.0 SITE AND PROJECT DESCRIPTION The subject property is located at Cynthia Lane (APN: 156-231-70), in the City of Carlsbad, California. For the purposes of this report the lot is assumed to face north. The property is bordered to the west, east and south, by single-family homes, and to the north by Cynthia Lane. The site area topography generally consists of rolling foothill terrain. At the time of this report the lot is undeveloped, except for a shed, a small hardscape area and vegetation. The site generally consists of a relatively flat pad, which gently slopes, descending to the north and west. Based on our review of preliminary project plans, we understand the proposed development will consist of the construction of a new, two-story, single-family residence, and associated hardscape and landscape improvements. 3.0 FIELD INVESTIGATION Our field investigation of the property consisted of a site reconnaissance, site field measurements, observation of existing conditions on-site and on adjacent sites and a limited subsurface investigation of soil conditions. Our subsu rface investigation consisted of the visual observation of two exploratory test pits in the general areas of proposed construction, logging of soil types encountered, and sampling of soils for laboratory testing. The approximate location of the test pits is given in Figure No. 3, "Site and Approximate Location of Test Pits". 4.0 SUBSURFACE CONDITIONS Topsoil, fill, and weathered profiles were encountered to approximate depths of between 2 and 3 feet below adjacent grade in our exploratory test pits. Soil types encountered within our exploratory test pits are described as follows: Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 1 Job No. 216614-1 4.1 Topsoil/ Fill / Weathered Topsoil, fill and weathered unsuitable materials were encountered to depths of between 2 and 3 feet below adjacent grade in our exploratory test pits. These materials consist of light brownish gray to light brown, dry, loose to med ium dense, silty sands and sandy silts. Organic material was encountered within our test pits. In general, these materials are not considered suitable for the support of structures and structural improvements in their present state but may be utilized as re-compacted fill, if necessary, provided the recommendations of this report are followed. Unsuitable soil materials classify as SW -SM per the Unified Soil Classification System, and based on our observation and our experience, are considered to possess low to medium potential for expansion. 4.2 Qvop13 -Very Old Paralic Deposits (as mapped per Kennedy, P., et. al., 2007) Paralic deposit material was found to underlie the topsoil/fill/weathered profiles material within the exploratory test pit excavations. The encountered paralic deposit material consists of light brown with reddish staining, dry to moist, dense, silty sands and sandy silts. These materials are considered suitable for the support of structures and structural improvements, provided the recommendations of this report are followed. These materials classify as SW -SM per the Unified Soil Classification System, and based on visual observation, are considered to possess a low to medium potential for expansion. Detailed logs of our exploratory test pits, as well as a depiction of their locations, please see the Figures section attached herein. 5.0 GEOLOGIC HAZARDS 5.1 FAULTS Our review of geologic literature pertaining to the general site area indicates the subject site is not within a mapped Alquist-Priolo fault zone. It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the faults in t he Southern California region. The seismic risk at this site is similar to that of the surrounding developed area. 5.2 LIQUEFACTION, LATERAL SETTLEMENT, SUBSIDENCE Liquefaction of cohesion less soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose, granular soils underlain by a near-surface ground water table are Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, S.TRUCTIJRALCONSULTANTS Page No. 2 Job No. 216614-1 most susceptible to liquefaction, while the stability of most silty sands and clays is not adversely affected by vibratory motion. Because of the dense nature of the soil materials underlying the site and the lack of near surface water, the potential for lateral spreading, liquefaction, subsidence or seismically induced dynamic settlement at the site is considered low. The effects of seismic shaking can be reduced by adhering to the most recent edition of the California Building Code and current design parameters of the Structural Engineers Association of California. 5.3 TSUNAMI Tsunami are sea waves generated by submarine earthquakes, landslides, or volcanic activity. Submarine earthquakes are common along the edge of the Pacific Ocean and coastal areas are subject to potential inundation by tsunami. Most of the tsunamis recorded on the San Diego Bay tidal gauge have only been a few tenths of a meter in height. The possibility of a destructive tsunami along the San Diego coastline is considered low. Tsunami or storm waves (associated with winter storms), even in conjunction with high tides, do not have the potential for inundations of the site. 5.4 SLOPE STABILITY As part of the preparation of this report we have reviewed geologic maps of the subject area. Our review of geologic maps does not indicate landslide deposits at the area in and around the subject site. 6.0 GROUND WATER Static ground water was not encountered during our limited subsurface investigation. However, perched groundwater conditions can develop and change over time, where no such condition previously existed and can have a significant impact. Waterproofing membrane shall be specifica lly detailed by waterproofing consu ltant. If groundwater conditions are encountered during site excavations, a slab underdrain system may be required. Trenches below slab should be detailed with perimeter and trench cut-off walls keyed into competent material. 7.0 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based upon our review of preliminary project plans, we understand the proposed improvements will include a new, two-story, single-family residence, and associated hardscape & landscape improvements. In general, it is our opinion that the proposed new structure and improvements, as discussed and described herein, are feasible from a geotechnical standpoint, provided the recommendations of this report and all applicable codes are followed. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAl. CIVIL, STRUCTURAL CONSULTANTS Page No. 3 Job No. 216614-1 • Based upon our subsurface investigation, competent material is anticipated at approximate depths of 2 to 3 feet below existing grades. • We anticipate new shallow foundations and new slab-on-grade floors for the proposed improvements. New shallow foundations and new slab-on-grade floors shall be founded in competent re-compacted material. • Based upon our review of the preliminary grading plans we anticipate a new graded building pad which will include new fill slopes/site retaining walls to the west and south of the proposed residence. • We recommend the removal and re-compaction of the upper 3 feet of material in the area of the proposed improvements. We anticipate a portion of the graded pad will require localized undercutting. • Any changes in the proposed design should be reviewed by this office for any revisions to the recommendations herein. 8.0 GRADING AND EARTHWORK We anticipate grading and earthwork operations for the proposed residence will include the removal and re-compaction of the upper 3 feet of material in the area of new improvements, and the creation of a new fill slope and/or site retaining walls to the west and south, as part of the creation of the building pad . As part of pad preparation, we anticipate the removal of all unsuitable material in the area of the proposed improvements. All grading shall be done in accordance with the recommendations below as well as Appendix B of this report and the standards of county and state agencies, as applicable. 8.1 Site Preparation Prior to any grading, the areas of proposed improvements should be cleared of surface and subsurface debris (including organic topsoil, vegetative and construction debris). Removed debris should be properly disposed of off-site prior to the commencement of any fill operations. Construction debris should not generally be mixed with fill soils. Holes resulting from the removal of debris, existing structures, or other improvements, should be filled, and compacted. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 4 Job No. 216614-1 8.2 Removals In areas of new proposed structures, topsoil/fill/weathered profiles found to mantle the site, are not suitable for the structural support of buildings or structural improvements in their present state. We anticipate grading will consist of the removal of all unsuitable fill and weathered soil, approximately the upper 3 feet of material, sca rification of bottom, moisture conditioning, the placement and re-compaction of fill material. New fills should be re-compacted to a minimum of 90 percent relative compaction (ASTM D1557 -latest edition). Grading operations may include the creation of new, limited, fill slopes. New fill slopes should include the creation of a keyway at the toe of all new fill slopes, canting and scarification of keyway bottom, benching, placement, and re-compaction of fill material per Appendix B. Where new retaining walls are constructed in lieu of fill slopes, footings shall extend through weathered & fill profiles. 8.3 Transitions All settlement sensitive improvements (including but not limited to building structures, site walls, etc.), should be constructed on a uniform building pad. We anticipate all improvements to be placed on competent re-compacted material. We do not anticipate undercuts. We anticipate undercuts at portions of the residence and garage; undercuts should extend a minimum of 5 feet (or to a distance at least equal to depth of fill) beyond the footprint of the proposed structures (including exterior columns) and settlement sensitive improvements. Undercuts shall be made a minimum of 3 feet, or to a minimum depth of half the depth of deepest fill. Undercut bottoms may require sloping at a minimum 1% to daylight and construction of a subdrain (reference Appendix B). We anticipate building foundations will be founded on competent re-compacted material or competent material. This condition needs to be verified in the field by a representative of our firm prior to placement of fill or improvements during site grading operations. 8.4 Fills/Backfill All fill/backfill material should be cleaned of loose debris and oversize material (material more than 6 inches in diameter), be brought to approximately +2% of optimum moisture content, and re-compacted to at least 90 percent relative compaction (based on ASTM D1557 -latest edition). Fills should generally be placed in lifts not exceeding 6 -8 inches in thickness. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 5 Job No. 216614-1 Imported soils should have a low potential for expansion (E.1. < SO), free of debris and organic matter. Prior to importing soils, they should be visually observed, sampled, and tested at the borrow pit area to evalu ate soil suitability as fill. Onsite materials are suitable for re-use as fill material during grading operations provided, they are free of contamination (construction debris and organics) and oversize material in excess of 6 inches in diameter. Utility trenches shou ld be properly backfilled in accordance with the latest edition of Green Book standards. 8.5 Slopes Where new slopes are constructed, permanent slopes may be cut to a face ratio of 2:1 (horizontal to vertical). Permanent fill slopes shall be placed at a maximum 2:1 slope fa ce ratio. All temporary cut slopes shall be excavated in accordance with OSHA requirements and OSHA Alternative Sloping Plans and shall not undermine adjacent properties, public improvements, or any structures without proper shoring of excavation and/or structures. Subsequent to grading, planting or other acceptable cover shou ld be provided to increase the stability of slopes, especially during the rainy season (October thru April). 8.6 Driveways and Flatwork In the areas of proposed new, rigid (i.e., concrete), driveways and exterior flatwork we reco mmend, the upper 12 inches of subgrade or finish grade shall be ripped a minimum of 12 inches, moisture conditioned to near optimum moisture content and compacted to 90% minimum relative compaction (ASTM D1557 - latest edition). Where flexible pavements are proposed, Engineering Design Group should be contacted for additiona l recommendations. (Please see our CONCRETE SLAB-ON-GRADE section for additional flatwork recommendations, and our INFILTRATION section for additional paver recommendations). 9.0 SEISMIC DESIGN PARAMETERS 9.1 2019 CBC Seismic Design Parameters Site Class D Seismic Design Category D Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 6 Job No. 216614-1 Spectral Response Coefficients Ss (g) 1.048 S1 (g) 0.381 SMs (g) 1.258 Sos (g) 0.839 10.0 SHALLOW FOUNDATIONS Th e following design parameters may be utilized for new foundations founded on competent re- compacted material. 10.1 Footings bearing uniformly in competent material may be designed utilizing maximum allowable soils pressure of 2,000 psf. 10.2 Bearing values may be increased by 33% when considering wind, seismic, or other short duration loadings. 10.3 The parameters in the table below should be used as a minimum for designing new footing width and depth below lowest adjacent grade into competent material. Footing depths are to be confirmed in the field by a representative of Enginee ring Design Group prior to the placement of form boards, steel, and re moval of excavation equipment. No. of Floors Minimum Footing Width *Minimum Footing Depth Below Supported Lowest Adjacent Grade 1 lSinches 18inches 2 15inches 18inches 3 18inches 24 inches *Footings are anticipated to be founded in competent material. 10.4 All footings founded into competent material should be reinforced with a minimum of two #4 bars at the top and two #4 bars at the bottom (3 inches above the ground). For footings over 30 inches in depth, additional reinforcement, and poss ibly a stemwall system will be necessary, and should be reviewed by project structural engineer prior to co nstruction. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVIL, STRUCTURAL CONSULTANTS Page No. 7 Job No. 216614-1 10.5 All isolated spread footings should be designed utilizing the above given bearing values and footing depths and be reinforced with a minimum of#4 bars at 12 inches o.c. in each direction (3 inches above the ground). Isolated spread footings should have a minimum width and depth of 24 inches. 10.6 For footings adjacent to slopes a minimum of 10 feet horizonta l setback in competent material or properly compacted fill should be maintained. A setback measurement should be taken at the horizontal distance from the bottom of the footing to slope daylight. Where this condition cannot be met, it should be brought to the attention of the Engineering Design Group for review. 10.7 All excavations should be performed in general accordance with the contents of this report, applicable codes, OSHA requirements and applicable city and/or county standards. 10.8 All foundation subgrade soils and footings shall be pre-moistened to 2% over optimum to a minimum of 18 inches in depth prior to the pouring of concrete. 11.0 CORROSION AND VAPOR EMISSION 11.1 Resistivity and chloride t esting of onsite sa mples from our subsurface investigation was conducted to evaluate corrosion potential to proposed improvements. Tests performed indicate that soils classify, according to ACI 318 standard, as category Cl, and based upon laboratory results are co nside red mild to moderately corrosive to buried metals. Test results are included in Appendix C of this report. The project stru ctural engineer to note increased concreted protection requirements for corrosive environments, as applicable. 11.2 Laboratory testing of onsite samples for water soluble sulfates, indicate soils classify, according to ACI 318 standard, as category SO, mildly to moderately corrosive due to sulfate attack to concrete structures. 11.3 In consideration of ACI standards and the corrosion potential of the onsite soils as indicated above, we recommend for moisture sensitive slabs, retaining walls and foundations (i.e., below grade walls/spaces, built interior environments, floor finishes) a concrete with a maximum water to cement ratio of 0.45 resulting in a compressive strength of 4,500 psi minimum (no special inspection required for water to cement ratio purposes, unless otherwise specified by structural engineer). Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, Ct Vil, STRUCTURAL CONSULTANTS Page No. 8 Job No. 216614-1 11.4 For non-moisture sensitive areas, we recommend concrete with a minimum compressive strength of 2,500 psi minimum. 11.5 Buried metals shall be protected, and a corrosion engineer should be consulted for appropriate mitigation recommendations. EDG is not an expert in corrosion protection. Design recommendations for the protection of improvements from corrosive environment shall be provided by the corrosion consultant. 11.6 Where onsite improvements propose the use of reclaimed water, onsite soils are to be considered highly corrosive to buried metals. Precautions should be taken to protect all buried metals. 11.7 Slab Underlayment: We recommend the following beneath proposed slab-on-grade floors. 11.7.a. For moisture-sens itive areas, we recommend a vapor barrier. 11.7.b. The slab underlayment for moisture-sensitive areas consists of a vapor barrier layer (15 mil) placed below the upper one-inch of sand. The vapor barrier shall meet the following minimum requirements: Permeance of less than 0.01 perm [grains/(ft2hr in/Hg)] as tested in accordance with ASTM E 1745 Section 7.1 and strength per ASTM 1745 Class A. 11.7.c. In areas of level slab on grade floors, we recommend a one-inch layer of coarse sand material, Sand Equivalent (S.E.) greater than 50 and washed clean of fine materials, should be placed beneath the slab in moisture-sensitive areas, above the vapor barrier. There shall be not greater than a 2-inch difference across the sand layer. 11.7.d. The vapor barrier should extend down the interior edge of the footing excavations a minimum of 6 inches. The vapor barrier should lap a minimum of 8 inches, sealed along all laps with the manufacturer's recommended adhesive. Beneath the vapor barrier a uniform layer of 3 inches of pea gravel is recommended under the slab in order to more uniformly support the slab, help distribute loads to the soils beneath the slab, and act as a capillary break. 11.8 The project waterproofing consultant should provide all slab underdrain, slab sealers and various other details, specifications and recommendations (i.e. Moiststop and Linkseal) at areas of potential moisture intrusion. Engineering Design Group accepts no responsibility for design or quality control of waterproofing elements of the building. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 9 Job No. 216614-1 12.0 CONCRETE SLAB-ON-GRADE We anticipate new concrete slab-on-grade floors for the new structure will be placed on competent material. Where new slabs are proposed, we recommend the following as the minimum design parameters. 12.1 Interior concrete slab-on-grade: Minimum thickness of 5 inches and reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. Driveways: Minimum thickness of 5 inches and reinforced with #4 bars at 18 inches o.c. placed at the midpoint of the slab. Exterior Flatwork: Minimum thickness of 4 inches and should be reinforced with #3 bars at 18 inches o.c. at the midpoint of the slab. 12.1.a. Slump: Between 3 and 4 inches maximum. 12.1.b. Aggregate Size:¾ -1 inch. 12.2 Adequate control joints should be installed to control the unavoidable cracking of concrete that takes place when undergoing its natural shrinkage during curing. The control joints should be well located to direct unavoidable slab cracking to areas that are desirable by the designer. 12.3 All required fills used to support slabs, should be placed in accordance with the GRADING AND EARTHWORK section of this report and the attached Appendix B, and compacted to 90 percent relative compaction (Modified Proctor Density, ASTM D-1557 -Latest Edition). 12.4 All subgrade soils to receive concrete slabs and flatwork are to be pre-soaked to 2 percent over optimum moisture content, to a minimum depth of 18 inches. 12.5 Exterior concrete flatwork, due to the nature of concrete hydration and minor su bgrade soil movement, are subject to normal minor concrete cracking. To minimize expected concrete cracking, the following may be implemented: 12.5.a. Concrete may be poured with a 10-inch-deep thickened edge. Flatwork adjacent to top of a slope should be constructed with an outside footing to attain a minimum of 7 feet distance to daylight. 12.5.b. Concrete should be poured during cool (40 -65 degrees) weather if possible. If concrete is poured in hotter weather, a set retarding additive should be included in the mix, and Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAl, CIVIL, STRUCTURAL CONSULTANTS Page No. 10 Job No. 216614-1 the slump kept to a minimum. 12.5.c. Concrete should be constructed with tooled joints creating concrete sections no larger than 225 square feet. For sidewalks, the maximum run between joints should not exceed 5 feet. For rectangular shapes of concrete, the ratio of length to width should genera lly not exceed 0.6 (i.e., 5 ft. long by 3 ft. wide). Joints should be cut at expected points of concrete shrinkage (such as male corners), with diagonal reinforcement placed in accordance with industry standards. 12.5.d. Isolation joints should be installed at exterior concrete where exterior concrete is poured adjacent to existing foundations. 12.5.e. Drainage adjacent to concrete flatwork should direct water away from the improvements. Concrete subgrade should be sloped and direct ed to the collective subdrain system, such that water is not trapped below the flatwork. 12.6 The recommendations set forth herein are intended to reduce cosmetic nuisance cracking. The project concrete contractor is ultimately responsible for concrete quality and performance and should pursue a cost-benefit analysis of these recommendations, and other options available in the industry, prior to the pouring of concret e. 13.0 RETAINING WALLS We anticipate new site retaining wa lls up to 5 feet may be utilized as part of the proposed graded pad construction. New retaining walls up t o 5 feet may de designed and constructed in accordance with the following recommendations and minimum design parameters. 13.1 Retaining wall footings should be designed in accordance with the allowable bearing criteria given in the Foundations section of this report and should maintain minimum footing depths outlined in the Foundations section of this report. Any retaining wall footings are to be placed on competent material. Where cut-fill transitions may occur, alternative detailing may be provided by the Engineering Design Group on a case-by-case basis. 13.2 Unrestrained cantilever retaining walls should be designed using an active equivalent fluid pressure of 40 pcf. This assumes that granular, free draining material with low potential for expansion (E.I. <50) will be used for backfilling, and that the backfill surface will be level. Where soil with potential for expansion is not low (E.I. > 50) a new active fluid pressure will be provided Hague Residence Cynthia Lane (APN: 1S6-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICA~ CIVI~ STRUCTURAL CONSULTANTS Page No. 11 Job No. 216614-1 by the project soils engineer. Backfill materials should be considered prior t o the design of the retaining walls to ensure accurate detailing. We anticipate onsite material may be utilized as retaining wall backfill, additional Expansion Index Testing may be conducted during site grading to confirm. 13.3 Where the backfill behind the wall is sloped at a maximum slope of 2:1 (H:V) an active equ ivalent fluid pressure of 55 pd, shall be utilized. 13.4 Any other surcharge loadings shall be analyzed in addition to the above values. These surcharge loads sha ll include foundations, construction equipment, vehicular traffic, etc. 13.5 If the tops of retaining walls are restrained from movement, they should be designed for a uniform at-rest soil pressure of 60 psf. 13.6 Retaining walls shall be designed for additional lateral forces due to earthquake, where required by code, utilizing the following design parameters. 13.6.a. For unrestrained, retaining walls with level backfill, we recommend an additional seismic load of 15H applied as a uniform load. The resultant load should be applied a distance of 0.5H from the bottom of the footing. 13.6.b. For unrestrained, retaining walls with sloped backfill up to 2:1 slope, we recommend an additional seismic load of 18H applied as a uniform load. The resultant load should be applied a distance of 0.5H from the bottom of the footing. 13.6.c. The unit weight of 125 pcf for the onsite soils may be utilized. 13.6.d. The above design parameters assume unsaturated conditions. Retaining wall designs for sites with a hydrostatic pressure influence (i.e groundwater within depth of retaining wall or waterfront conditions) will require special design considerations and should be brought to the attention of Engineering Design Group. 13.7 Passive soi l resistance may be calculated using an equivalent fluid pressure of 325 pd. This value assumes that the soil being utilized to resist passive pressures extends horizontally 2.5 times the height of the passive pressure wedge of the soil. Where the horizontal distance of the available passive pressure wedge is less than 2.5 times the height of the soil, the passive pressure value must be reduced by the percent reduction in available horizontal length. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL. CIVll, STRUCT\JRAL CONSULTANTS Page No. 12 Job No. 216614-1 13.8 A coefficient of friction of 0.32 between the soil and concrete footings may be utilized to resist lateral loads in addition to the passive earth pressures above. 13.9 All walls shall be provided with adequate back drainage to relieve hydrostatic pressure, and be designed in accordance with the minimum standards contained in the "Retaining Wall Drainage Detail", Appendix D. The waterproofing elements shown on our details are minimums and are intended to be supplemented by the waterproofing consultant and/or architect. The recommendations should be reviewed in consideration of proposed finishes and usage, especially at the proposed basement levels, performance expectations and budget. 13.10 If deemed necessary by the project owner, based on the above analysis, and waterproofing systems can be upgraded to include slab under drains and enhanced waterproofing elements. 13.11 In moisture sensitive areas (i.e., interior living spa ce where vapor emission is a concern), in our experience poured-in-place concrete provides a surface with higher performance-repairability of below grade waterproofing systems. The developer should consider the cost-benefit of utilizing cast in place building retaining walls in lieu of masonry as part of the overall construction of the commercial structure. Waterproofing at any basement floors is recommended in areas of moisture sensitive floor finishes. 14.0 POOL No new pool is proposed as part of the proposed development; however, in the case of a future pool, Engineering Design Group shall provide additional and specific pool recommendations. The following general pool design parameters are provided below. • Future pool and/or spa should be founded on a uniform building pad as outlined in the Earthworks I Transitions and the Foundations section of this report. • Depending upon future pool location, future pool excavations shall not undermine residence footings, slopes, or adjacent properties. Temporary shoring or other construction means may be necessary to accommodate future pool excavations. • Vanishing edge type pools or other pool designs that do not allow for ½"-111 differential, should be designed on a deepened/specialty foundation system. Hague Residence Cynthia Lane {APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 13 Job No. 216614-1 • Flatwork around the proposed pool should be designed to be impervious and slope away from the pool to an area drain system. Additional recommendations may be necessary upon review of specific future pool plans. 15.0 INFILTRATION We understand that bioretention/infiltration facilities are not proposed at the time of this report. If bioretention/infiltration facilities are proposed, they be designed to maintain sufficient horizontal and vertical offset to the future structures to not create a groundwater condition. Infiltration facilities proposed within a 10-foot horizontal distance to a moisture sensitive structure should be lined with an impervious barrier, within the 10-foot zone. In cases where there is a vertical offset, wherein the bottom of the infiltration basin is detailed above the finish floor of the building, the impervious barrier should line the bottom of the basin or paver subgrade, such that the cumulative distance of the horizontal and vertical offset equal at a minimum the depth of the subterranean finish pad. Infiltration facilities should be offset from the top and toes of any slopes steeper than a 3:1 or lined with an impervious barrier. At tops of slopes minimum horizontal distance of 10 feet or a horizontal distance equal to the height of the slope, measured from the edge of infiltration basin to slope, up to a maximum of 40 horizontal feet. At the toe of new fill slopes infiltration facilities shall maintain a minimum 10 feet horizontal offset to not undermine the stability of the slope. New retaining wa lls to support proposed slope might be necessary where infiltration/retention basins are located at toes of slopes. Where pervious paver subgrade is located adjacent to the building, paver subgrade shall be sloped away at 2% should be lined with an impervious liner a minimum horizontal distance of 5 feet from building. Permeable paver subgrade shall be sloped 2% minimum to a perforated subdrain, gravel filled (lcf/ft), wrapped in a filter fabric, permeable pave rs shall be detailed with reinforced concrete edge restraints and horizontal restraints. Where permeable paver driveways are utilized in sloped conditions, cut-off wall detailing should also be anticipated. In addition to the above details, specific paver detailing should be detailed and constructed per the minimum recommendations of the specific paver manufacturer as well as the Interlocking Concrete Paver Institute including minimum bedding specifications, base and subgrade requirements, installation tolerances, and drainage, etc. Where runoff and storm water is directed over permeable pavements and water is anticipated to flow through pavers into an aggregate base near and adjacent to foundations, basements or other structures, additional detailing shall include syst ems to control and to prevent subsurface flow beneath the building. Generally, these systems, detailed as part of the specific building co nstruction plans, may include the cut-off walls and underdrains. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAl, CIVIL, S.TRUCTURAL CONSULTANTS Page No. 14 Job No. 216614-1 Proper surface drainage and irrigation practices will play a significant role in the future performance of the project. Please note in the Corrosion and Vapor Emission section of this report for specific recommendations regarding water to cement ratio for moisture sensitive areas should be adhered. The project architect and/or waterproofing consultant shall specifically address waterproofing details. 16.0 SURFACE DRAINAGE Adequate drainage precautions at this site are imperative and will play a critical role on the future performance of the proposed improvements. Under no circu mst ances should water be allowed to pond against or adjacent to tops of slopes and/or foundation walls. The ground surface surrounding proposed improvements shou ld be relatively impervious in nature, and slope to drain away from the stru cture in all directions, with a minimum slope of 2% for a horizontal distance of 10 feet (where possible). Area drains or surface swales should then be provided in low spots to accommodate runoff and avoid any ponding of water. Any french drains, backdrains and/or slab underdrains shall not be tied t o surface area drain systems. Roof gutters and downspouts shall be installed on the new and existing structures and tightlined to the area drain system. All drains should be kept clea n and unclogged, including gutters and downspouts. Area drains should be kept free of debris to allow for proper drainage. Over watering can adversely affect site improvements and cause perched groundwater conditions. Irrigation should be limited to only the amount necessa ry to sustain plant life. Low flow irrigation devices as well as automatic rain shut-off devices should be installed to reduce over watering. Irrigation practices and maintenance of irrigation and drainage systems are an important component to the performance of onsite improvements. During periods of heavy rain, the performance of all drainage systems should be inspected. Problems such as gullying or ponding should be corrected as soon as possible. Any leakage from sources such as water lines should also be repaired as soon as possible. In addition, irrigation of planter areas, lawns, or other vegetation, located adjacent to the foundation or exterior flat work improvements should be strictly co ntrolled or avoided. 17.0 LABORATORY TESTING Laboratory tests were performed on samples of onsite material collected during our su bsurface investigation. Test results are attached as Appendix C. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 15 Job No. 216614-1 18.0 CONSTRUCTION OBSERVATION AND TESTING The recommendations provided in this report are based on subsurface co nditions disclosed by the investigation and our general experience in the project area. Interpolated su bsurface conditions should be verified in the field during construction. The following items sha ll be conducted prior/during construction by a represent ative of Engineering Design Group in order to verify compliance with the geotechnical and civil engineering recommendations provided herein, as applicable. The project structural and geotechnical engineers may upgrade any condition as deemed necessary during the development of the proposed improvement(s). 18.1 Review of final approved grading and structural plans prior to the start of work for compliance with geotechnical recommendations. 18.2 Attendance of a pre-grade/construction meeting prior to the start of work. 18.3 Observation of keyways, subgrade, and excavation bottoms. 18.4 Testing of any fill placed, including retaining wall backfill and utility trenches. 18.5 Observation of footing excavations prior to steel placement and removal of excavation equipment. 18.6 Field observation of any "field change" condition involving so ils. 18.7 Walk through offinal drainage detailing prior to final approval. The project soils engineer may at their discretion deepen footings or locally recommend additional steel reinforcement to upgrade any condition as deemed necessary during site observations. Engineering Design Group shall, prior to the issuance of the certificate of occupancy, issue in writing that the above inspections have been conducted by a representative of their firm, and the design considerations of the project soils report have been met. The field inspection protocol specified herein is considered the minimum necessary for Engineering Design Group to have exercised due diligence in the soils engineering design aspect of this building. Engineering Design Group assumes no liability for structures constructed utilizing this report not meeting this protocol. Before commencement of grading the Engineering Design Group will require a separate contract for quality control observation and testing. Engineering Design Group req uires a minimum of 48 hours' notice to mobilize onsite for field observation and testing. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOT£CHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 16 Job No. 216614-1 19.0 MISCELLANEOUS It must be noted that no structure or slab should be expected to remain totally free of cracks and minor signs of cosmetic distress. The flexible nature of wood and steel structures allows them to respond to movements resulting from minor unavoidable settlement of fill or natural soils, the swelling of clay soils, or the motions induced from seismic activity. All of the above can induce movement that frequently results in cosmetic cracking of brittle wall surfaces, such as stucco or interior plaster or interior brittle slab finishes. Data for this report was derived from surface and subsurface observations at the site and knowledge of local conditions. The recommendations in this report are based on our experience in conjunction with the limited soils exposed at this site. We believe that this information gives an acceptable degree of reliability for anticipating the behavior of the proposed improvement; however, our recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles beneath or adjacent to those observed. Therefore, no warranties of the accuracy of these recommendations, beyond the limits of the obtained data, is herein expressed or implied. This report is based on the investigation at the described site and on the specific anticipated construction as stated herein. If either of these conditions is changed, the results would also most likely change. Man-made or natural changes in the conditions of a property can occur over a period. In addition, changes in requirements due to state-of-the-art knowledge and/or legislation are rapidly occurring. As a result, the findings of this report may become invalid due to these changes. Therefore, this report for the specific site, is subject to review and not considered valid after a period of one year, or if conditions as stated above are altered. It is the responsibility of the owner or his/her representative to ensure that the information in this report be incorporated into the plans and/or specifications and construction of the project. It is advisable that a contractor familiar with construction details typically used to deal with the local subsoil and seismic conditions be retained to build the structure. If you have any questions regarding this report, or if we can be offurther service, please do not hesitate to contact us. We hope the report provides you with necessary information to continue with the development of the project. Hague Residence Cynthia Lane (APN: 156-231-70), Carlsbad, California ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS Page No. 17 Job No. 216614-1 FIGURES ENGINEERING DESIGN GROUP Project: Hague Residence 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 Address: Cynthia Lane (APN:156-231-70), Carlsbad, California EDG Project No: 216614-1 FIGURE 1 Vicinity Map ENGINEERING DESIGN GROUP www.designgroupca.com Project: Hague Residence 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 Address: Cynthia Lane (APN:156-231-70), Carlsbad, California EDG Project No: 216614-1 FIGURE 2 Site Map ENGINEERING DESIGN GROUP 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 www.designgroupca.com 'I! t ) ~ :"> :!! pl ~ N ..., '11an~ ill.M" r ~ L ----&-1-t'°-,...--!--,v; -,.,. ... ~, -----~ i ~~, ,,-% ~ v':t / 0 --,,,,. .. ------. / ./ ---• i .., '/ • ~ ,,,., i Iii _.,. ~-./ i .... ,,.. Iii ~✓ --... .._ __,in-· • ~ I _ --. I' / -a -____ .,,,. ,,,.,,,... ~ ( - . ,,,✓ ~ \ 0-_.. r .,,.,------l.;I ' r i ~ N ~ i TPl ~ H I 102 tl ____ _...4Y'--{ i =· n l• j '-1 \ \• \ ' I' , I I r ' : I f ? I • ~\I~ E F-\ _ti'/ 0 ri ~ I I•~/~ I ~I r- ~ 2: f"l'1 :I ' I 1 1l l If 't I ~j:!1 -,,. I .. j "i"r£lli' f{ 111 ~ I•_ , 't 11 1 111 Test Pits Not to Scale Project: Hague Residence i 0 f!l i I % !!l ~ Ii:) Address: Cynthia Lane (APN:156-231-70), Carlsbad, California EDG Project No: 216614-1 Ui tY! ~ Ii I. FIGURE 3 Site and Approximate Location of Exploratory Test Pits Project Name: Hague Residence TEST PIT LOG N O. 1 EDGProject 216614-1 Number: Location: See Figure 3 -Location of Test Pits Sheet 1 of 1 Date(s) Total Depth: Groundwater Excavated: 8 I 27 / 2021 3.5' Level: Not encountered Logged By: ER/RM Approx. Surface Backfilled Elev. Finished Grade (date) Same Day Excavation Method: Hand Dug Soil Type Depth Material Description and Notes ucsc Sample TOPSOIL, FILL, WEATHERED A 0-2.0' Brownish gray to light brown, dry, loose to dense, silty sands and sandy silts SW-SM Bulk with roots/organics VERY OLD PARALIC DEPOSITS B 2.0' -3.5' Light brown with reddish staining, dry to slightly moist, dense to Very dense, silty sand and sandy silt SW-SM - GRAPHIC REPRESENTATION FT. B.A.G. I FG 1 2 - 3 - 4 - 5 - 6 Project Name: Hague Residence EOG Project 216614-1 Number: Location: See Figure 3 -Location of Test Pits Date(s) Total Depth: Excavated: 8127 I 2021 5.5' Logged By: ER/RM Approx. Surface Elev. Finished Grade Excavation Method: Hand Dug Soil Type Depth Material Description and Notes TOPSOIL, FILL, WEATHERED A 0-3.0' Brownish gray to light brown, dry, loose to dense, silty sands and sandy silts with roots/organics in upper two feet. VERY OLD PARALIC DEPOSITS B 3.0'-5.5' Light brown with reddish staining, dry to slightly moist, dense to very dense, silty sand and sandy silt GRAPHIC REPRESENTATION !f FT. B.A.G. I FG -4./ ~ ...y 1 - 2 -~~/. ·I 7~ t~ ~x ' -. - 3 - 4 - s -6' 6 I:~./.. · .. .,. -= .. .. .. -:::----l·· --~ '. ,;_---;·/ .-.<.r l ;-, ~ ~ , i , • -, .t . .. .. ~ .... ,. .,\ .. . .. .. .. .. ,, '-.. ,. ~ : • t \ ,, \ .• . ' \ . , ' .. ., ' .. • . .. .. \ { .. ·-~' '•-,, ) -I•. q 7 '-·~, .. •,c;-.... '-' .... _, .... TEST PIT LOG NO. 2 Sheet 1 of1 Groundwater Level: Not encountered Backfilled (date) Same Day ucsc Sample SW-SM Bulk SW ~SM - APPENDIX A REFERENCES 1. California Geological Survey, Probabilistic Seismic Hazards Mapping Ground Motion Page. 2. California Department of Conservation, Division of Mines and Geology, Fault Rupture Zones in California, Special Publication 42, Revised 1990. 3. California Department of Conservation, Division of Mines and Geology, DMG Open-File Report 95 -04, Landslide Hazards in the Northern Part of the San Diego County Metropolitan Area, San Diego County, California - Landslide Hazard Identification Map No. 35 -Encinitas Quadrangle (Plate D), dated 1995. 4. Ciremele Surveying Inc., Topographic Survey for Parcel 3, PM 19753 -Cynthia Lane, Carlsbad CA 92008. 5. Day, Robert W. 1999. Geotechnical and Foundation Engineering Design and Construction. McGraw Hill. 6. Engineering Design Group, Preliminary Grading Plans, dated 10-18-2021. 7. Greensfelder, R.W., 1974 Maximum Credible Rock Acceleration from Earthquakes in California Division of Mines and Geology, Map Sheet 23. 8. Kennedy, Michael P., Geologic Map of the Oceanside 30x60 Minute Quadrangle, California, dated 2007. 9. Lee, L.J., 1977, Potential foundation problems associat ed with earthquakes in San Diego, in Abbott, P.L. and Victoria, J.K., eds. Geologic Hazards in San Diego, Earthquakes, Landslides, and Floods: San Diego Society of Natural History John Porter Dexter Memorial Publication. 10. Ploessel, M.R. and Slossan, J.E., 1974 Repeatable High Ground Acceleration from Earthquakes: California Geology, Vol. 27, No. 9, P. 195-199. 11. State of California, Fault Map of Ca lifornia, Map No. 1, Dated 1975. 12. State of California, Geologic Map of Ca lifornia, Map No. 1, Dated 1977. 13. Structura l Engineers Association of Southern California (SEAOSC) Seismology Committee, Macroseminar Presentation on Seismically Induced Earth Pressure, June 8, 2006. 14. Unnamed, Preliminary co ncept plans, undated. 15. U.S. Army Corps of Engineers, Coast of California Storm and Tidal Waves Study, Shoreline Movement Data Report, Portuguese Point to Mexican Border, dated December 1985. 16. U.S. Army Corps of Engineers, Coast of California Storm and Tidal Waves Study, Coastal Cliff Sediments, San Diego Region (CCSTWS 87-2), dated June 1985. 17. Van Dorn, W.G., 1979 Theoretical aspects of tsunamis along the San Diego coastline, in Abbott, P.L. and Elliott, W.J., Earthquakes and Other Perils: Geological Society of America field trip guidebook. 18. Various Aerial Photographs. APPENDIX B General Earthwork and Gradin S ecifications 1.0 General Intent 2.0 3.0 These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report. It shall be the responsibility of the contractor to read and understand these specifications, as well as the geotechnical report and approved grading plans. Earthwork Observation and Testing Prior to commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant. The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with the applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction shouls be performed in general accordance with the latest version of the American Society for Testing and Materials test method ASTM D1557. Preparations of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies and the geotechnical consultant. The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 4.0 5.0 3.3 3.4 3.5 3.6 3.7 Overexcavation: Soft, dry, organic-rich, 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 competent ground, as evaluated by the geotechnical consultant. For purposes of determining quantities of materials overexcavated, a licensed land surveyor / civil engineer should be utilized. Moisture Conditioning: Overexcavated and processed soils should be watered, dried back, blended and/ or mixed, as necessary to attain a uniform moisture content near optimum. Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant. Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant. Other benches should be excavated into competent material as evaluated by the geotechnical consultant. Ground sloping flatter than 5: 1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant. Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement. Fill Material 4.1 4.2 4.3 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement. Soils of poor gradation, expansion, or strength characteri stics should be placed as recommended by the geotechnical consultant or mixed with other soi ls to achieve satisfactory fill material. Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension of greater than 6 inches, should not be buried or placed in fills, unless the location, materials and disposal methods are specifically recommended by the geotechnical consultant. Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. Import: If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. Fill Placement and Compaction 5.1 Fill Lifts: Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout. 5.2 5.3 5.4 5.5 Moisture Conditioning: Fill soils should be watered, dried-back, blended and/or mixed, as necessary to attain a uniform moisture content near optimum. Compaction of Fill: After each layer has been evenly spread, moisture-conditioned and mixed, it should be uniformly compacted to no less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. Fill Slopes: Compacting of slopes should be accomplished in addition to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of fill out to the slope face would be at least 90 percent. Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed at the consultant's discretion based on file dconditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition to, on slope faces, as a guideline approximately one test should be taken for every 5,000 square feet of slope face and /or each 10 feet of vertical height of slope. 6.0 Subdrain Installation Subdrain systems, if recommended, should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/ civil engineer for line and grade after installation. Sufficient time shall be allowed for the survey, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation and refilling of cut areas and/or remedial grading of cut slopes (i.e. stability fills or slope buttresses) may be recommended. 8.0 Quantity Determination For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor/ civil engineer should be utilized. SIDE HILL STABILITY FILL DETAIL FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE ED<JE OF KEY OVIRIURDIN OR UNSUITAILI MATERIAL I • EXISTING QROUND -- SUR,ACE ~ ------- >,.----.,,,,,..- / / / .,/" / / / .-/ / -// / / frlNISHED CUT PAO / / -----------.; MP_A_CT■D:= ~~--~i-~~t--:-- PAD OVEREXCAVATION DEPTH AND RECOMPACTION MAY BE RECOMMl!NDED BY THE GEOTl!CHNICAL CONSUL TANT IASl!0 ON ACTUAL ,11!LO CONDITIONS--liNCOUNT&RED. ~- ·- ~,F ..... ~ OMPETENT BEDROCK OR MATERIAL A8 EVALU~TEO BY THE Gl!OTECHNICAL CONSULTANT NOTE: Subdraln details and key width recommendations to be provided based on exposed subsurface conditions STABILITY FILL / BUTTRESS DETAIL OUTLIT PIPES 4' • fl NONPERf'OAATID PIPE, 100' MAX. O.C. HORIZONTALLY, 30' MAX. O.C. VERTICALLY AS NOTED OM -GRADING PLANS U' MIN. 31,4•-1-112• CLEAN GRAVEL (~ft~/ft. MIN. •• II NON-PERFORAT e• MIN. OVERLAP SEE T-CONNECTION DETAIL e• MIN. COVER •• Id PERFORATED PIPE PIP~::-::--:~~lllljii;;};;::Jj --~\I MIN-:,-FIL TEA FABRIC • I ENVELOPE (MIRAFI -4 • MIN. UON OR APPROVED BEDDING EQUIVALENT)* SUBDRAIN TRENCH DETAIL NOTES: SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDAAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUIT ABLE OUTLET ,--..._ 1 O' MIN. PERFORATED I t ~1 EACH SIDE PIPE~• CAP NON-PERFORATED OUTLET PIPE T-CO.NNECTION DETAIL * IF CAL TRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'•-1-112• GRAVEL, FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size l" 3/4" 3/8" No. 4 No. 8 No. 30 No. 50 No. 200 : Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equivalent>7S For buttresa dlmenalona, see g•otechnical report/plan•. Actual dlmenalons of buttress and 1ubdrain ma~ be changed by the a•ot•chnlcal consultant baaed on field conditions. SUBDRAIN INSTALLATION-Subdraln pipe should be Installed with perforations down aa depicted. At locatlona recommended by the geotechnlcal consultant, nonperforated pipe snould b• Installed SUBDRAIN TYPE-Subdraln type ahould b• Acrylon trlle Butadlene Styrene (A.B.S.), Polyvinyl Chloride (PVC) or approv•d •qulvalent. Cl••• 125,SOR 32.S ahould b• uaed for maximum fill depth• of 35 feet. Clau 200. SOR 21 should be ua•d tor maximum flll d•pttwa of 100 feet. KEY AND BENCHING DETAILS FILL SLOPE PROJICT 1 TO 1 LIN• $;:$$$~:f$»:i f'ROM TOE OF ILOPI Jtl~1'JD~::j!j:j TO COMP■TINT MATl!RI tl:l,.~~=i=V-:--- IXJST1NQ GROUND SURl'AC ------.2~N-~ 2' M1N.L.:1a' MINrl KEY ILOWEST DEPTH BENCH (KEY) FILL-OVER-CUT SLOPE fll!MOVI! UNSUITABLE MATERIAL of~-=-- EXISTINGJ GROUND SURFACE __ ENCH ----- _,,.,. . .,.,...-2' LOWEST _,,.,. -MIN. 8ENCH ~JlH (KEY) CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) / /.., EXISTING / GROUND // SURFACE / CUT SLOPi CUT-OVER-FILL SLOPE ~,-~,--(TO BE EXCAVATED PRIOR TO FILL PLACEMENT) PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL - --------,. MIN._~ .----... ·- 5' MIN. I ~ 2' MIN. LOWEST KEY DEPTH BENCH • (KEY) REMOVE UNSUITABLE .MATERIAL NOTE: Back drain may be recommended by the geotechnical consultant based on actual fleld conditions encountered. Bench dimension recommendations may alao be altered baaed on fleld conditions encountered. ROCK DISPOSAL DETAIL f'IN&aH ~ADI! GRANULAR SOIL (S.E..?! 30) TO 8E 0ENSIFIE0 IN PLACE BY FLOODING TYPICAL PROFILE ALONG WINDROW DETAIL 1) Rock with maximum dimensions greater than 8 inches should not be used within 10 feet vertically of finish grade (or 2 feet below depth of lowest utility whichever Is greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions grea tar than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by the geotechnlcal consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular soil (S.E. greater than or equal to 30) should be flooded In the windrow to completely fill voids around and beneath rocks. APPENDIX C ENGINEERING DESIGN GROUP www.designgroupca.com 2121 Montiel Road, San Marcos, CA 92069 760.839.7302 LABORATORY RESULTS Method Cal-Trans Analyte Result Reporting Units Dilution Limit SULFATE 28.1 n/a ppm 1 CHLORIDE 10.8 n/a ppm 1 p.H. 6.90 n/a pH units 1 RESISTIVITY 12900 n/a ohms.com 1 Method CT 417 CT 422 CT643 CT643 ND=None detected -us/cm = micro-Siemens per centimeter -ppm-parts per million (10,000ppm=1% by weight) Hague Residence Cynthia Lane, Carlsbad, California Job No. 216614-1 ENGINEERING DESIGN GROUP GEOTECHNICAL, CIVIL, STRUCTURAL CONSULTANTS APPENDIX D IJD ENGINEERING DESIGN GROUP 2121 MONTIEL ROAD PHONE: (760) 839-7302 SAN MARCOS, CALIFORNIA 92069 FAX: (760) 480-7477 C0JC OR CHU-~r,:-.,:......,.L-,,e.......lCI RETUJALL PER PLAN 4 PET AILS I-IYDROTITE UJA TER- &TOP& AT COLD- JOINTS PER MFR INST AL.LAT/ON INSm.JCTION& &LAS 4 VAPOR l3ARRIERPER PLAN, DETAILS MIN/MtN UJATERPROQEJNG, &PEC/FICAT/ON6 (NOT TO SCALE) (]) 0 FOAM UV PROTECTION l30ARD PER HANI.FACTI.Hi/ER'S SPECIFICATION GRACE PROCOR R.UID-APPLIED LU4 TERPROOFING INST AL.LED PER HANI.FACTI.Hi/ER'S SPECIFICATIONS 4 EXTENO l3EI-IINO CEMENT/TOU!; l3ACKER l30ARD. GRACE I-IYDRODIJCT 22t'J INST AL.LED PER HAN.FACTURER'S SPECIFICATIONS OVER FLUID-APPLIED WATERPROOFl/\k:i TERMINATION l3AR PER HANLFACTI.Hi/ER'S SPECIFICATION& _____ ___, FILTER FABRIC WI 6" HIN LAP 314" GRAVEL (I SF I FT) 4" DIA PERFORATEO DRAIN LINE(~ 4e OR EQUIV J PERFORA T/ONS ORIENTS) OOUJ,I 1$ HIN/M.11 GRADIENT TO SUIT ASLE OUTLET - EXACT PIPE LOCATION TO l3E DETERMINED l3Y SITE CON&mAINTS ® 4" TALL COJCRETE CANT • FTG I LU4LL ca-lNECTION (I.NOER UJA TERPROOF/f'.k:i). &LOPE TO l3ACK EDGE a= FOOTl/\ti. ca-tPACTED l3ACl<FILL ~ HIN RELATIVE ca-tPACTION IN ALL OTJ-IER AREAS UON. 6" MAX LIFTS. ONLY LfGl.4TUEIGI-IT /.4AND-OPERATED ECJJIPHENT 8/..IAL.L l3E USED Wl~IN 3 FEET a= TT-IE l3ACK FACE a= WALL (_ 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: DEV2022-0043, HAGUE RESIDENCE Permit#: CBR2022-1398 ------------------- Project Address: 1355 CYNTHIA LN ------------------- Assessor's Parcel#: 1562317000 ------------------- Project Applicant: CO-OWNERS HAGUE JEFF AND HAGUE ASHLEY (Owner Name) Residential Square Feet: New/Additions: 3,270 -'--------oc"-'fr~2His!--'~~ot~i--- Second Dwelling Unit: ----------------..c---I.., Commercial Square Feet: [ New/Additions: City Certification: City of Carlsbad Building Division Date: 08/19/2022 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 [Z] 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 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. Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL Phone: ~ ~ O 33/ -;>~ COMMUNITY DEVELOP,mt'"SBAll~ivision 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov l .. Ccicyof Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .carlsbadca.gov PURPOSE 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-5O) 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 pennits 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 N/A 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 (CMG) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: • C£.., BPNo.:~2022-l o°l Contact information of person completing this checklist (if different than above): J:hnny mm hJ o Contact Phooo 7Wr0£/'/-07 l'f Name: Company name/address: J)m .&u Id, ')!JJ;tc., Contact Email ,dQnnyedm/itJ /cl; 1J-llS 3~;;;o ~o..cafe U't»f 8/e I.Jo Ocea~d.L 9o1-tJ~0 Applicant Signature: ~ Date ~/~CY,;).. 8 -50 Page 1 of 7 Revised 04/21 • ► Use the table below to determine which sections of the Ordinance checklist are ae_plicable to your project. For alterations and additions to existing buildings, attacl) a ee it Valuation breakdown on garate stieetl Building Permit Valuation (BPV) f~do n _______ _ ~ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 1 □ Nonresldent1a1 " □ New construction □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1 ,000,000 □ ~ 2,000 sq. ft. new roof addition N/A 1A, 4A 1A, 4A* A high-rise residential building is 4 or more stories, including a High-rise mixed-use building In which at least 20% of Its conditioned floor area is residential use 1B, 2B, 3B,4A N/A 4A 1B, 4A* *Includes detached, newly constructed ADU All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B,28,5 Building alterations of~ 75% existing gross floor area 2B, 5 1 B also applies if BPV ~ $200,000 Please refer to Carlsbad Municipal Code (CMC) [8.21.155 and ~1and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A O Residentialadditionoralterationi!:$60,000buildingpennitvaluation. □ N/A __________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score i!: 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing □ Attic insulation □Cool roof Select one option: □ 1992 and later □ Lighting package □ Water heating package Updated 4/16/2021 3 , .,. 8. D Nonresidential* new construction or alterations i!: $200,000 building pennit valuation, or additions i!: 1,000 square feet. See ,uc 18.21155 and CALGreen Appendix AS □ N/A AS.203.1.1 Choose one: D .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) D .3Warehousedocksealdoors. D .4 Daylight design PAFs □ .5 Exhaustairheatrecovery □ N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energybudget (Projectswith indoorlightingANDmechanical) □ N/A AS.211.1** D On-site renewable energy: □ N/A AS.211.3 .. □Green power. (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) □ N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A _________ _ * Includes hotels/motels and high-rise residential buildings •• Foralterations<!: $1,000,000 BPV and affecting> 75% existinggrossfloorarea, OR alterations that add 2,000squarefeetof new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. ~ Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 Callfomla ~ 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 PVoffsetoption Is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) ;) I ql, Total System Size: ~,'I v kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ 8. D Nonresidential new construction or alterations i!:$1,000,000 8PV AND affecting i!:75% existing floor area, OR addition that Increases roof area by ~,000 square feet Please refer to '-MC 1~ 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: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min.System Size: □ lf c? 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 AnnualTDV Energyuse:*"" ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. I 3. Water Heating A. ~ 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: l(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 CM~ 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 □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.~.150(8) (high-rise residential, hotel/motel) or ~MC 18.3 rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: P(B) (low- B. 0 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 4/16/21 5 4. Electric Vehicle Charging A K:/i Residential New construction and major alterations* ~se refer to CMC 18.21.1~ when completing this section. One and two-family residential dwelling or townhouse with attached garage: '¢-one EVSE Ready parking space required D Exception : D Multi-familyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) J Installed (50% of EVSE) Other "Ready" Other "Capable" I Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearest whole 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:2:$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) D Exception : ____________ _ Please refer to tMC 18.21.150 when completing this section c-c,-= ._, - 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 D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 □ 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSEspaces = .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. 0Transpot1atlon Demand Management (TOM): Nonresldantlal 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 yoursubmitted plans to detenninewhetheror noryourpermit requires a TDM plan. lfTDM is applicable to your pennit, staff will contact the applicant to develop a site-specific TDM plan based on the pennit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1()lhEdition 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calsul1t1°01; 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 I acknowledge that the plans submitted may be subject to the City of Cartsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pennit require a TDM plan and understand that an approved TDM plan is a condition of pennit issuance. Applicant Signature:, __________________ _ Date:, ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed):, __________________ _ Phone Number:, _____ _ Email Address: ___________________ _ Updated 4/16/2021 7