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2736 ARLAND RD; ; CBR2018-3034; Permit
Building Permit Finaled Residential Permit Print Date: 02/11/2021 Job Address: 2736 ARLAND RD, CARLSBAD, CA 92008 Permit Type: BLDG-Residential Work Class: Single Family Detached (City of Carlsbad Permit No: CBR2018-3034 Status: Closed - Finaled Parcel #: 1561425600 Valuation: $259,738.44 Occupancy Group: #of Dwelling Units: 1 Bedrooms: Bathrooms: Track #: Lot #: Project #: DEV2019-0137 Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Applied: 11/02/2018 Issued: 03/16/2020 Finaled Close Out: Inspector: CRenf Final Inspection: 02/11/2021 Project Title: LIN RESIDENCE Description: LIN: 1508 SF LIV!! 380 SF PATIO // 68 SF OF STAIR // 628 SF GARAGE Property Owner: MICHELLE LIN 2736 ARLAND RD CARLSBAD, CA 92008 (760) 717-6749 FEE AMOUNT BUILDING PERMIT FEE ($2000+) S $1,194.00 BUILDING PLAN CHECK FEE (BLDG) $1,213.52 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 PUBLIC FACILITIES FEES - outside CFD $9,090.85 SB1473 GREEN BUILDING STATE STANDARDS FEE $11.00 SDCWA SYSTEM CAPACITY CHARGE 5/8." Displacement $5,267.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 STRONG MOTION-RESIDENTIAL $33.77 SWPPP INSPECTION FEE TIER 1 - Medium BLDG . . $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 TRAFFIC IMPACT Residential Single Fam. Outside CFD $3,820.00 WATER METER FEE 1' Displacement (P) $282.00 WATER SERVICE CONNECTION 0.625" (5/8) DISP (P) $4,385.00 WATER TREATMENT CAPACITY 0.625" (5/8") Displacement $147.00 Total Fees: $27,242.14 Total Payments To Date: $27,242.14 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov Cd-lsbad RESIDENTIAL PLan.Check JILDINGPERMIT Est. Value APPLICATION PC Deposit B-I Date Job Address ALAI.3 p17. Suite: APN: 14 7.. 56 00 CT/Project #: Lot #: Fire Sprinkler to no Air Conditioningno BRIEF DESCRIPTION OF WORK: Msw '' IM i.. ____Living SF,1Z..S ' Deck SF,Zg6 Patio SF,_t Garage SF cr'h Is this to creaeln Accessory Dwelling Unit? Yes New Fireplace? Yes / if yes how many? U Remodel: SF of affected area Is the area a conversion or change of use? Yes /No LI Pool/Spa: SF Additional Gas or Electrical Features? LI Solar: KW, ______ Modules, Mounted: Roof/Ground, Tilt: Yes! No, RMA: Yes! No, Battery: Yes! No Panel Upgrade: Yes! No U Reroof: U Plumbing/Mechanical/Electrical Only: U Other: APPLICANT (PRIMARY) PROPERTY OWNER Name: t1L L.,,J Name: Address: AQLA Address:______________________ city:eAL.SgAO State: CA Zip: City: State: Zip: Phone: 6O. ,p4g Phone: Email: At *4n6 Email:__________________________ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: City: State: Zip: City: State: Zip: Phone: Phone: Email: Email: Architect State License: State License: Bus. License:________________ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file agned statement to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$5001). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: / hearby affirm under penalty of perjury one of the following declarations: 0 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. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: 0 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 be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage 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, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: LI AGENT DATE: (OPTION B)WNER1BJIOER1ECLARATION: / hereby affirm that/am exempt from Contractor's License Law for the following reason: UL'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). IJ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). O I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone I contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / - contractors'-lieerse--number): - --- '-- - - - - I will provide some of the work, but I have ntra d (hired) the following persons to provide the work indicated (include name / address / phone / type of work): OWNER LIAGENT DATE: 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: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days frn the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180.á(ys(,n 106.4.4 Uniform Building Code). APPLICANT DATE: (1/ 7/Ze/& 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buildine@CarIsbadCa.gov B-i Page 2 of 2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 11/02/2018 Owner: MICHELLE LIN Work Class: Single Family Detached Issue Date: 03/16/2020 Subdivision: Status: Closed - Finaled Expiration Date: 03/23/2021 Address: 2736 ARLAND RD IVR Number: 15119 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 'A Thursday, February 11, 2021 -- Page 3 of 3 Permit Type: BLDG-Residential Application Date: 11/02/2018 Owner: MICHELLE LIN Work Class: Single Family Detached Issue Date: 03/16/2020 Subdivision: Status: Closed - Finaled Expiration Date: 03/23/2021 Address: 2736 ARLAND RD IVR Number, 15119 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection 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 09/11/2020 09/11/2020 BLDG-16 Insulation 138002-2020 Passed Peter Dreibelbis Complete -- Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/16/2020 09/16/2020 BLDG-22 Sewer/Water 138382.2020 Passed Chris Renfro Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 138384.2020 Cancelled Chris Renfro Reinspection Incomplete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency No 09/17/2020 09/17/2020 BLDG-27 Shower 138525-2020 Passed Chris Renfro Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/21/2020 09/21/2020 BLDG-17 Interior 138753.2020 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/24/2020 09/24/2020 BLDG-23 139173-2020 Partial Pass Tim Kersch Reinspection Incomplete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/11/2021 02/11/2021 BLDG-Final Inspection 150277-2021 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Thursday, February 11, 2021 Page 2 of 3 Building Permit Inspection History Finaled (City of Carlsbad Permit Type: BLDG-Residential Application Date: 11/02/2018 Owner: MICHELLE LIN Work Class: Single Family Detached Issue Date: 03/16/2020 Subdivision: Status: Closed - Finaled Expiration Date: 03/23/2021 Address: 2736 ARLAND RD lVR Number: 15119 ARLSBAD, CA 92008 C Scheduled Actual Inspection Type Inspection No.. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03123/2020 03/23/2020 BLDG-21 122953.2020 Passed Chris Renfro Complete Underground/U nderf 10 or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/26/2020 03/26/2020 BLDG-11 123443-2020 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/12/2020 06/12/2020 BLDG-34 Rough 130062.2020 Partial Pass Chris Renfro Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass temporary service on a Yes permanent basis only. 06/29/2020 06/29/2020 BLDG-83 Roof Sheating, 131312-2020 Passed Chris Renfro Complete Exterior Shear (13,15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok . Yes to wrap) BLDG-15 Roof Yes Sheathing- Reroof 07/20/2020 07/20/2020 BLDG-84 Rough 133221-2020 Cancelled Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers S 09/01/2020 09/01/2020 BLDG-84 Rough 137150.2020 Passed Chris Renfro - Complete Combo(14,24,34,44) Thursday, February 11, 2021 5 Page 1 of 3 EsGil A SAFEbuiLtCornpany / DATE: 8/29/2019 ç' APPLICANT JURIS. JURISDICTION:. Carlsbad -> PLAN CHECK #.: CBR2018-3034 SET: VI PROJECT ADDRESS: 2736 Arland Rd. PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: ," (byjfl) Email: Mail Telephone Fax Inerson REMARKS: 1. Theclouded inkedchange on/tA2ould be made on the other et dfthe plan and Iip into set V of the plan (at building ). 2. The clouded inked changes on gas isometric should be made on the other set of the plan. By: David Yao Enclosures: EsGil 8/22/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 - I EsGil A SAFEbutf Company DATE: 7/12/2019 IJ APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK#.: ç:ffr8 TY PROJECT ADDRESS: 2736 Arland Rd. PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 Date contacted: (by: ) Email: mashou1729@att.net Mail Telephone Fax In Person REMARKS: By: David Yao for TF Enclosures: EsGil 7/5/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbu1f Company DATE: 5/22/19 JURISDICTION: Carlsbad IJ APPLICANT LI JURIS. PLAN CHECK #.: CBR2018-3034 PROJECT ADDRESS: 2736 Arland Rd. SET: N PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 11111 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. Eli The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 Date contacted: (by: ) Email: mashou1729@att.net Mail Telephone Fax In Person REMARKS: By: Tamara Fischer Enclosures: EsGil 5/13/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuiLf Company DATE: 4/3/19 O APPLICANT 0 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-3034 'SET III -\ PROJECT ADDRESS: 2736 Arland Rd. PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 Date contacted: (by: ) Email: mashou1729@att.net Mail Telephone Fax In Person LII REMARKS: By: Tamara Fischer Enclosures: EsGil 3/27/19 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 'I I EsGil A SAFEbuiLtCompany DATE: 12/17/2018 JURISDICTION: Carlsbad 0 APPLICANT U JURIS.. PLAN CHECK #.: CBR2018-3034 SET:!! PROJECT ADDRESS: 2736 Arland Rd. PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been' completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 Date contacted: (by: ) Email: mashou1729@att.net Mail Telephone Fax In Person LI REMARKS: By: Chris Shaver (for TF) Enclosures: EsGil 12/11/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbu1tCompany DATE: 11/15/18 JURISDICTION: Carlsbad U APPLICANT U JURIS. PLAN CHECK #.: CBR2018-3034 PROJECT ADDRESS: 2736 Arland Rd. SET: I PROJECT NAME: New Residence for Michelle Lin The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. Lii 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. iII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. JIIJ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 If (by: T4 Email: mashou1729@att.net Mail Telephone F In Person REMARKS: By: Tamara Fischer Enclosures: EsGil 11/6/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 "W. Carlsbad CBR2018-3034 11/15/18 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-3034 PROJECT ADDRESS: 2736 Arland Rd. FLOOR AREA: 2136 sq ft R3 609 sq ft Coy roof Deck, 380 sq ft Coy patio / Porch 628 sq ft Garage, 68 sq ft Ext Stairs REMARKS: DATE PLANS RECEIVED BY JURISDICTION: JURISDICTION: Carlsbad STORIES: 2 HEIGHT: 23' approx per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/6/18 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Tamara Fischer COMPLETED: 11/15/18 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2018-3034 11/15/18 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-3034 PREPARED BY: Tamara Fischer DATE: 11/15/18 - BUILDING ADDRESS: 2736 Arland Rd. BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) R3 Living 2136 141.76 302,799 Garage 628 36.98 23,223 Covered Porch/PE 989 12.33 12,194 Ext Stair 68 20.03 1,362 Air Conditioning 2136 5.39 11,513 Fire Sprinklers 2764 4.01 11,084 TOTAL VALUE 362,176 Jurisdiction Code 1cb 1By Ordinance 1997 UBC Building Permit Fee v 1997 UBC Plan Check Fee v Type of Review: El Complete Review F-1 Repetitive Fee El Other 'V Repeats Hourly EsGil Fee El Structural Only Hr. @ * $951.421 Comments: Sheet 1 of 1 CBR2018-3034 '- 2736 ARLAND RD (City of Carlsbad PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPECTOR: L(e1k DATE: it.4z..o PROJECTID ?P'?O11 0623 GRADING PERMIT NO. 002 LOT(S) REQUESTED FOR RELEASE: 1 36 LOL * N/A = NOT APPLICABLE = COMPLETE 0= Incomplete or unacceptable 1. As-Built (Redlines) are up to date and available onsite for reference. All daily geotechnical observation reports, compaction reports and letters from geotechnical engineer submitted, including: pads, retaining walls, utility trenches, slopes, paved access roads and parking lots. v" 3. Site security and fencing installed for separation of construction activity from public. Letter from EOW documenting that the finished pad elevations match the plan elevations for specific lot(s). Letter from the project QSD certifying that all construction related BMPs are installed in accordance with l"J 1 City of Carlsbad Storm Water Standards. Site access to requested lot(s) adequate and logically grouped, including a designated staging area for V building phase of work. All onsite underground utilities Installed and ready for service. Identification and protection of city sewer infrastructure is implemented, including manhole protection, false bottoms and sediment traps. Permanent/Temporary Fire Access Plan approved by Fire Department representative, and implemented t4 on site. •1 Letter from Owner/Dev requesting pad certification of the specific lot(s) with 8W' x 11" site plan. Pad certification for the above stated lots Is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all city requirements.. The above stated lots are conditionally approved for a building permit to install retaining walls required for pad certification only. LII The abov'e tated lots are conditionally approved for a building permit to install foundations only. Pr9ject inspector Date - • Munlcipa('Projects Manager Date Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2780 1760-438-4178 fax I :F, 0/.5 ul 1 1tff . ON [1 CITY OF CARLSBAD CERTIFICATE OF BUILDING ELEVATION I, HSHING LUNG LIN, LICENSED LAND SURVEYOR, STATE OF CALIFORNIA VERIFIED THAT ELEVATION OF NEW CONSTRUCTED BUILDING AT 2736 ARLAND ROAD, CARLSBAD, CA 92008,. PERMIT #GR 2019-0029, DWG #: DWG 519-6A, PLAN #: PD2019-0023 THATTHE PAD HAS BEEN GRADED AT-f/-O.1' OF THE PAD ELEVATION ON THE APPROVED GRADING PLAN THAT IS 166.00' o/2 0 Hshing Lung Lin, LS NO. 6091 Date Expiated 12/31/ 2021 A .. JOB NO: 18-MISC DATE: August 2018 ENGINEERS MT BT17"-- Bushra • Tsai e Incorporated Consulting Structural Engineers Formerly Ajit Randheva & Associates 4l:4 STRUCTURAL N?.0 FOR 014 r72 01,9 LIN RESIDENCE 2736 ARLAND ROAD CARLSBAD, CA 92008 4S'21'L 427' L \\ Bushra.]sai.lncorporated CoiiuRin Siruciural I iiiiers-25ô4 Woodlaiid Drive Aiiuhtiin. (A 2() I TO: (714) 522-0911 Fax: (714) 522-1149 Bushra • Tsai • Incorporated PT CONSULTING STRUCTURAL ENGINEERS 2564 W. Woodland Dr. 8ushra • Tsai Incorporated Anaheim, CA 92801 W Consulting Structural Engineers TEL 714.522.0911 FAX: 714.522.1149 Forper At Randhava STRUCTURAL CALCULATIONS INDEX CALCULATION SECTION PAGES I LOADING CRITERIA 13 2 ROOF / FLOOR FRAMING DESIGN 4-9 3 COLUMN DESIGN 10-.13 4 WALL DESIGN 14-16 5 FOUNDATION DESIGN 17 6 LATERAL ANALYSIS 18-24 7 SHEAR WALL ANALYSIS C25-41 fl S Bushra • Tsai • Incorporated PT CONSULTING STRUCTURAL ENGINEERS LI i 2564 W. Woodland Dr. Bushra • Tsai • Incorporated Anaheim, CA 92801 Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 Feri'iery A1L Ranohva & Assoctes STRUCTURAL CALCULATIONS LOADING CRITERIA S nusura , .isai Ificorporatea JOB #: CONSULTING STRUCTURAL ENGINEERS DATE: 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92601 DESIGN: TEL 714.522.0911. FAX 714.522.1149. Email: projects@btincse.com SHEET#: ARLAND ROAD, CARLSBAD LOADING CRITERIA IROOF DEAD LOAD 3.0 psf Roofing 1.5 psf Insulation 2.0 psf Plywood 1.5 psf Miscellaneous 2.0 psf Joists 4.0 psf Celing (Gyp. Board) 14.0 psf DL. for Joists 2.0 psf Beam 16.0 psf D.L. for Girder ROOF LIVE LOAD 20.0 psf LATERAL LOADS SEISMIC: WIND: IBC SECTION 1615.1 IBC TABLE 1609.6.2.1 EQUIVALENT ULTIMATE IBC WIND SPEED = 1.0 NOMINAL DESIGN WIND SPEED, Vas( 85.2 mph SITE CLASS D ULTIMATE DESIGN WIND SPEED, V 1 110.0 mph CT = 0.028 BASIC WIND PRESS, P 30 = 19.2 psf HEIGHT, H = 15.0 ft BASIC WIND PRESS, Pne130 = 21.8 psf PERIOD, I = 0.244 s WIND EXPOSURE C NEAR SOURCE FACTOR SITE POSITION: 34.054320 NORTH & 117.785080 WEST . Ss = 1.131 g S1 = 0.434 g SMS = 1.185 g SM1 = 0.680 g SOS = 0.790 g S01 = 0.453 g SEISMIC DESIGN CATEGORY: 0 R = 6.5 (Light Frame Wood Shear Walls, per ASCE 7-10, Table 12.2-1) Base Shear: VS = (S X 'E' R ) x 0.7 x W = 0.085 WACTUAL (For allowable design) V5 = (S X 'E / R / T ) x 0.7 x W = 0.200 WMAX (For allowable design) Vs = (0.5S1 x 1E / R) x 0.7 x W = 0.023 WMN (For allowable design) USE Vs = 0.085 W Diaphragm Shear: Between 0.2S0sW/1 .4 < Fp <O.4S0sW/l .4 (For allowable design) Vs = (Sos X 1E' R) x 0.7 x W = 0.085 W (For allowable design) USEVs Fp 0.111 x SOIL PRESSURE ALLOWABLE SOIL BEARING CAPACITIES @ 18 BELOW FINISHED GRADE 1500 psf SPREAD FOOTING (Mm. 2.0 ft. x 2.0 ft.) 1500 psf CONTINUOUS FOOTING (Min. 1-2" width) Bushra Tsai Incorporated JOB #: CONSULTING STRUCTURAL ENGINEERS DATE: 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 DESIGN: TEL 714.522.0911. FAX 714.522.1149. Email: projectsbtincse.com SHEET #: LOADING CRITERIA F.LOCRPEADLOAD 4.0 psf 2.5 psf 4.0 psf 3.0 psf 2.5 psf 16.0 psf Floor Finish Plywood Joist Ceiling Miscellaneous TOTAL FLQbRLIVELOAD': 40.0 psf LM UPJ dWig USGS Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.169760N, 117.33935°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 -. - -......---...-. - . - - -- .---. •-•- "• h..' -- --41 4 WM - •- .- 4' V!'Ie Mini V -,•. . Aiiport Oceansid Carlsbad' " .i.., '. . 1, Vo . - , 5n Marcos I I PT.ItnI A - - -. ____ A 4 - Escondido' 1* I. • . .- .0 - . ....... USGS—Provided Output Ss = 1.131 g 5MS = 1.185 g So, = 0.790 g 0 S.1 = 0.434 g 5M1 = 0.680 g SD1 = 0.453 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MC€I Wisponst, Spcct,'um Rijstl Spec tfliin aec I i I I 0.cO '1 1J40 0.(x OIL' LW LI LIO L(0 Period. 1 (Sac-) For PGA,, TL, CRS, and CR1 values, please view the detailed report. Although this information is product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 0 Bushra • Tsai' Incorporated BT1 CONSULTING STRUCTURAL ENGINEERS 2564W. Woodland Dr. Bushra Tsai Incorporated Anaheim, CA 92801 W Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 Farmsriy At Aandhava & Associates STRUCTURAL CALCULATIONS ROOF! FLOOR FRAMING DESIGN I I n Bushra • Tsai • Incorporated A Bit Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE Q(P\ .I' DESIGN 1)k" SHEET# -i4 'kmi - lbly? .24'b @ -fl21 fz, 0 I Cf = ( (i - - --------.----------------- ---- -- _o_ - Qe gt ( viM. U - L1 :'< LLk I2)Z1fl 1< it'xt ::7'7 -, -ff_-__•- -- "4x I ~ pv~t U0 C- 6011~ -1 - ----- ____ . (.03 U1& S Bushra • Tsai • Incorporated Consulting Structural Engineers A BTI Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE 3V(11 I DESIGN Vvi. 14 SHEET# ________________ r - (6 (•c A (1.w) & cw CV 0• I . WmY POKCH •° fl 0\/•- -7/6 Wvc Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# . (8 Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# S ?b7z. i&- fl41, ,1 " f~'wq 7= = x () t• r' ok'- ____ 1 t Qv 0 A Bushra • Tsai • Incorporated A BTI. Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Or., Anaheim, CA 92801 Is Tel: 714,522.0911 • Email: projects@btincse.com Uhf4o ) --(~j 1/'< ['2' 7- Od2")< I - - -- - -- .- - (517 JOB# DATE DESIGN SHEET# '1 I II uct 12 L," --4 - C' (I &cw /1,00 K 4' 4 p - = q 6j, f'-71 "~ F~ ( -- t ~n re7l S 'jJ$t' kr4 _cic (_UL7-) \ Z Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE I 2564W. Woodland Dr., Anaheim. CA 9:~?801 DESIGN S Tel: 714. 522. 091 1 • Email: projects@btincse.com SREET# \ it II .. S — fL\)g 1,bIJj t' rc- \4 2 _ J (6o i1 II WLki O1rt/(o 27xI2. P4 ( X OI -- .--.- .2 0V) ru (~- —2—s~ - S L P 5 TL ?W (p çç —011 L OI O.o L R VA kov Prtpc j- l6 L'- -------------- r Ll1 )l. (Cv c ob )( (.( K (.0 • ---- OL&= 03 x -- ::o,l = iOti S Bushra • Tsai • Incorporated ABTIh, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE iuL,'1. ( 2564 W. Woodland Or., Anaheim, CA 92801 DESIGN ((nt 1/kt Tel: 714.522.0911 • Email: projects@btincse.com SHEET# '1 —uQ :fic1 r4*- , t!-I' (i®® ('2 'lI(2.@ (lo(1oc - _LdoO1t 1otc1 (4l,OV1 i-(ciTh : vC- '2x(t S r'. L - Fht Bushra • Tsai • Incorporated CONSULTING STRUCTURAL ENGINEERS 2564 W. Woodland Dr. S Bushra • Thai. Incorporated Anaheim, CA 92801 Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 fr1rry Rahava E AssoC3tS STRUCTURAL CALCULATIONS COLUMN DESIGN 0 5W! fl Bushra • Tsai • Incorporated A BTI Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE ivt.1. 1 DESIGN M TR{ SHEET# It - - U.LVP"l' CcTEL) r ~ ov ~6 ILL / (rvwtr Y544k/'q W(1V1 cix4 ' Pcs1Tr . - .------ ---.---.-.-. --- CQ(..Ui. II (ç((go) x! - Xt4 I407t5 -- -.- - - - - f VAV 117V I 0 )( Pi I'D rr'-1 @v' w t3 U * t % C . .-...: .... -i ;.. 'FHen.CtRRORAZiENERCA-1 vvOOi .o1umn ENERCAIC INC 193-2Ol6 Build816.4if5Ver616'4I5 Description: --None-- Calculations per Load Combinations Used: IBC 2015 G.eñeilInfqrmatio:n. Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 550 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb - Tension 1000 psi Fv 180 psi lx 76.255 inA4 CforCv for Tension 1.0 Fb - Compr 1000 psi Ft 675 psi ly 76.255 inA4 Cm : Wet Use Factor 1.0 Fc - Prll 1500 psi Density 31.2 pcf Ct: Temperature Factor 1.0 Fc - Perp 625 psi Cfu: Flat Use Factor 1.0 E : Modulus of Elasticity. . . x-x Bending y-y Bending Axial KI: Built-up columns 1.0 lIDS 75.3.2 Basic 1700 1700 1700 ksi Use Cr: Repetitive? No Minimum 620 620 Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Length for X-X Axis budding = 14.0 ft, 1< 1.0 Y-Y (depth) axis : Unbraced Length forX-X Axis budding = 14.0 ft. K = 1.0 Applied Lpads . . Service loads entered. Lo applied for calculations. d Fa9tors will be Column self weight included :91.758 lbs * Dead Load Factor r ?f AXIAL LOADS... ( = Axial: Axial Load at 14.0 ft. D = 5.040, L = 5.040 DESIGN SUMMARY k I (5A.1 4. (f?4o Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6766 : 1 Maximum SERVICE Lateral Load Reactions. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NOS Forunila Comp Only, fc/Fc' lop along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. . . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 10.172 k for load oambination: n/a Applied Mx 0.0 k-ft Applied My 0 0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 496.975 psi for load oambination: n/a Other Factors used to calculate allowable stresses. PASS Maximum Shear Stress Ratio 0.0 fluft Comoression Tension Load Combination -+0.60D+0.70E-'-0.60H Location of max.above base . . 14.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.363 0.3460 PASS 0.0ff 0.0 PASS 14.0 ft +D+L+H 1.000 0.331 0.6766 PASS 0.0ff 0.0 PASS 14.0 ft +D+Lr+H 1.250 0.271 0.3337 PASS 0.0ff 0.0 PASS 14.0 ft +0+541 1.150 0.292 0.3363 PASS 0.0 ft 0.0 PASS 14.0 ft +0-t0 750Lr+O 750Li-l-1 1.250 0.271 0.5795 PASS 0.0ff 0.0 PASS 14.0 ft +D+0.750L-tO7505+H 1.150 0.292 0.5839 PASS 0.0ff 0.0 PASS 14.0 ft +D+0.60W+H 1.600 0.216 0.3277 PASS 0.0ff 0.0 PASS 14.0 ft +D-..0.70Ei-H 1.600 0.216 0.3277 PASS 0.0ff 0.0 PASS 14.0 ft +D-t750Lr0750L-tO450W4l 1.600 0.216 0.5690 PASS 0.0ff 0.0 PASS 14.0 ft +D+0.750L40.7505-.0450W+H 1.600 0.216 0.5690 PASS 0.oft 0.0 PASS 14.0 ft 1.600 0.216 0.5690 PASS 0.0ff 0.0 PASS 14.0 ft S -'-D-+0.750L40750S-'05250E+H -t0.600-+0.60W-.0.60H 1.600 0.216 0.1966 PASS 0.0ff 0.0 PASS 14.0 ft Description: -None-- Load 3brnbihatiomRe:sults........ S Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location 40.60D-f0.70E40.60H 1.600 0.216 0.1966 PASS 0.0ff 0.0 PASS 14.0 ft MaximunRektions Note Only non zero reactions are listed X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base © lop © Base +041 k k 5.132 k +D+L+l-1 k k 10.172k -'-D+Lr+H k k 5.132 k +0+341 k k 5.132k fO40.750Lr+0.750L+H k k 8.912k +Di-0.750L0.750S4l k k 8.912k +D0.60WsH k k 5.132 k +D+0.70E-s-l- k k 5.132k +D+0.750Lr+0.750L+0.450W+H k k 8.912 k +D+0.750L+0.7503+0.450W+H k k 8.912k i-D+0.750L+0.750S+0.5250E+H k k 8.912 k +0.60D0.60W+0.60H k k 3.079k +0.600+0.70E+0.60H k k 3.079 k DOnly . k k 5.132k Lr0nly k k k L Only k k 5.040 k SOnly k k k WOnly k k k EOnly k k k HOnly k k k W .MàxirnumDefIectons.fbrLoäd Cornbiiiatins . . • Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +041 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +O+Lr4l 5 0.0000 in 0.000 It 0.000 in 0.000 ft +0+541 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W41 0.0000 in 0.000 It 0.000 in 0.000 ft +040.70E+l-1 0.0000 in 0.000 It 0.000 in 0.000 ft +D.0.750Lr+0.750L+O.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It .s-D+0.750L+0.750S..0.450W+l-1 0.0000 in 0.000 ft 0.000 in 0.000 It +D.+0.750L+.750S*0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.600+0.70E+0.60H 0.0000 in 0.000 ft . . 0.000 in .. 0.000 ft 0 Only ............... 0.0b0in0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only . 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 It 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 It V2- 0 Description --None-- Sketches V x 6x8 5.50 in --U Loads are total entered value. Arrows do not reflect absolute direction. 0 Bushra' Tsai • Incorporated (PT CONSULTING STRUCTURAL ENGINEERS 2564 W. Woodland Dr. . Bushra • Tsai • Incorporated Anaheim, CA 92801 Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 Frery A:t 1a,1hav? & Associates STRUCTURAL CALCULATIONS WALL DESIGN 0 JBiiihri''Tsai • Incorporated _ ( ABTI. Consulting Structural Engineers JOB# i1Lc Formerly Ajit Randhava & Associates DATE 1(kr.1 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# Vf _1t7i / I Pmf' Eilt 4 oil -ii p( x(t()K to* (b'"- (ct. i -ft4t')ZID 1'?,t-/)1ZI (JJ/4 'L44 P I tcx t r Lv . 414mic, z S c. •<.. -t .wo6d :. :- •.. NERÔALCJNG, 19 Description: -None-- Loäd-COmbihãtio.lesuIts Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D40.750L.0,750S40.450W+H 1.600 0.231 0.2094 PASS 0.0ff 0.02539 PASS 0.0 ft +D-+0.750L40.750540.5250E+H 1.600 0.231 0.2094 PASS 0.0ff 0.0 PASS 8.0 ft 40.60D+0.60W+0.60H 1.600 0.231 0.1833 PASS 3973ff 0.03386 PASS 0.0 ft -,0.60D+0,70E-f0.60l-1 1.600 0.231 0.06835 PASS 0.0ff 0.0 PASS 8.0 ft .MäxjiunVReactions . ,. ...Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +041 k k 0.382 k +lJ+L+H k k 0.809 k +Di-Lr+l-I k k 0.382 k +D+S41 k k 0.382 k +D40.750Lr+0.750L+H k k 0.702 k +040.750L+0.750S+H k k 0.702k +040.60W41 k 0.051 0.051 k 0.382 k -s-D.0.70E.+l k k 0.382 k +D+0.750Lr+0.750L+0.450W.+fl k 0.038 0.038k 0.702 k +D*0.750L+0.750S+0.450W+H k 0.038 0.038k 0.702 k +D+0.750L+0.750S.+0.5250E4-1 k k 0.702 k +0.60040.60W-i.0.60H k 0.051 0.051 k 0.229 k +0.60D+0.70E+0.60H k k 0.229 D Only k k 0.382k LrOnly k k k L Only SOnly k k k k 0.427 k k W W Only k 0.085 0.085k k EOnly k k k l-lOnly k k k Maximum Deflections for Load Combinations Load Combination Max. x-x Deflection Distance Max. V-V Deflection Distance s-D#H 0.0000 in 0.000 It 0.000 in 0.000 It +D+L+H 0.0000 in 0.000 It 0.000 in 0.000 ft .O-'-Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It .'-D-s-S#1 0.0000 in 0.000 ft 0.000 in 0.000 It 'O+0.750Lr+0.750L41 0.0000 in 0.000 ft 0.000 in 0.000 It -.0*0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +040.60W+4-1 0.0000 in 0.000 It 0.131 in 4.027 ft +O+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+.750Lr.+0.750L+0450W.-H 0.0000 in 0.000 ft 0.098 in 4.027 ft +O+0.750L+0.750S0.450W+H 0.0000 in 0.000 ft 0.098 in 4.027 It +D+0.750L+0.750S+0.5250E.+H 0.0000 in 0.000 It 0.000 in 0.000 ft -.0.60D.0.60W#0.60H 0.0000 in 0.000 ft 0.131 in 4.027 ft .4-0.60D0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.218 in 4.027 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 It 0 Project Title: ic1 j Engineer: I.A)Ai Project ID: Project Descr: /UOD Wood Column Filer C:iPROGRA-2\ENERCA-1ENERCALC_6 . 9 Software copyright ENERCAIC. INC. 1983-2019, Build: 10.19.1.30 . DESCRIPTION: perimeter wall Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities lop & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 II Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 350 in CforCv for Bending 1.50 Wood Grade No.1 Area 5.250 in42 Cf or Cv for compression 1.150 Fb + 1000 psi Fv 180 psi lx 5.359 frA4 Cf or Cv for Tension 1.50 Fb- 1000 psi Ft 675 psi ly 0.9844 inA4 Cm: Wet Use Factor 1 Fc - Pill 1500 psi Density 31.21 pcI Ct: Temperature Factor 1.0 Fc - Perp 625 psi Clu Flat Use Factor 1.0 E Modulus of Elasticity . . . x-x Bending y-y Bending Axial KI: Built-up columns 1.0 Basic 1700 1700 1700 ksi Use Cr: Repetitive? Yes Minimum 620 620 Brace condition for deflection (buckling) along columns X-X (width) axis Fully braced against buckling ABOUT V-V Axis V-V (depth) axis Unbraced Length for buckling ABOUT X-X Axis = 9ff. K 1.0 Applied Loads Service loads entered. Load Factors will he applied for calculations. AXIAL LOADS... Axial Load at 9.0 It, 0 = 0.310, Lr = 0.2060, L = 0.4130k BENDING LOADS. . - Lat'UniformtoadcreatinQ Mx-xW = 0.040, E = 0.00670 kilt DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-Bending Stress Ratio = 0.4011: 1 Maximum SERVICE Lateral Load Reactions - - Load Combination +D+0.60W+H Top along V-V 0.180 k Bottom along V-V 0.180 k Governing NDS Forumla Comp + Mxx. NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.470 ft Maximum SERVICE Load Lateral Deflections At maximum location values are. Along V-V 0.6552 in at 4.530 ft above base Applied Axial 0.310k for load combination: W Only Applied Mx Applied My 0.2430 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 U above base Fc: Allowable 511.93 psi for load combination. Other Factors used to calculate allowable stresses. -. PASS Maximum Shear Stress Ratio 0.1071 : 1 Bending Compression Tension Load Combination --D-0 60WH Location of macabove base 9.0 ft Applied Design Shear 30.857 psi Allowable Shear . 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios - Load Combination C C p Stress Ratio Status Location Stress Ratio Status Location -eD-i-H 0.900 0.316 0.1205 PASS 0.01t 0.0 PASS 9.011 1.000 0.287 0.2780 PASS 0.01t 0.0 PASS 9.0 ft +Di-Lr+H 1.250 0.234 0.1948 PASS 0.01t 0.0 PASS 9.0 ft +0-S+H 1.150 0.253 0.1178 PASS 0.0 ft 0.0 PASS 9.0 ft S +D+0750Lr+0750L+H 1.250 0.234 0.2924 PASS 0.011 0.0 PASS 9.0 ft -e0+0.7501-4750S+1-1 1.150 0.253 0.2355 PASS 0.011 0.0 PASS 9.0 ft --D-e0.60W+H 1.600 0.185 0,4011 PASS 4.47011 0.1071 PASS 9.0 ft +D-0.60W+H 1.600 0.185 0.4011 PASS 4.470f1 0,1071 PASS 9.0 ft +D-e0.750Lr-s-0.450W-eH 1.600 0.185 0.3398 PASS 4.47011 0.08036 PASS 9.0 ft +O+O75OLr0450W+H 1.600 0.185 03398 PASS 4.47011 0.08036 PASS 9.0 ft +D-e0750S+450W+H 1.600 0.185 0.3041 Pi\SS 4470ff 0.08036 PASS 9.0 it Maximum Axial Bendina Stress Ratios Stress Ratio Status Location 0.3041 PASS 4.47011 0.3742 PASS 4.470 it 0.3742 PASS 4.470 It 0.1153 PASS 0.0604011 0.2306 PASS 0.06040 ft 0.07698 PASS 4.470 ft Project Title: Engineer: Project ID: Project Descr: Wood Column Software File C:tPROGRA-21EWERCA'-1ENERCALC_6 t ENERCALC, INC. 1983-2019, Build: 10.19.1.30 DESCRIPTION: perimeter wall Load Combination Results +0+H +0{rH s0tQ.750Lr+0.750L+H D+0.750L.0,750S+H +O0.60W+H +0+0750Lr+0450W41 +i+0 750S+0.450W-H 0.60D+0.60W'0.60H 70E+0.60H ..0+0 D+0.750L+0.750S0.5250E+H +0.60D+0-70E +H 0 Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection +O+H 0.0000 in 0.0000 in .....aD±Lr,*I.,.._,.....................0.0000 in +O+S+H 0.0000 in +0+0750Lr0.750L+H 0.0000 in O+0750L+0750S4l 0.0000 in +D+060W+H 0.0000 in 4040.750Lr*0.450W+H 0.0000 in +00.750S.0.450W+H 0.0000 in +0.600+060W.0.60H 0.0000 in +0+0.70E0.60H 0.0000 in +D+0750L+0750S0.5250E+H 0.0000 in +0.600.0.70E+H 0.0000 in o Only 0.0000 in Lr Only 0.0000 in L Only 0.0000 in S Only 0.0000 in W Only 0.0000 in E Only 0.0000 in • H Only 0.0000 in 0.108 0.108 0.081 0.081 0.081 0.081 0.108 0108 0.021 0021 0.016 0.016 0.021 0.021 Axial Reaction @ Base 0.310 0.723 0.516 0.310 0.774 0.620 0.310 0.465 0,310 0186 0310 0.620 0 186 0.310 0206 0.4 13 Maximum Shear Ratios Stress Ratio Status Location 0.08036 PASS 9.0 it 0.1071 PASS 9.0 it 0.1071 PASS 9.0 ft 0.02094 PASS 0.0 It 0.01570 PASS 0.0 It 0.02094 PASS 0.0 ft Note: Only non-zero reactions are listed My - End Moments k-ft Mx -End Moments @Base @Top @Base ©Iop 0.180 0.180 0.030 0.030 Distance Max. V-V Deflection Distance 0.000 It 0.000 in 0.000 it 0.000 It 0.000 in 0.000 it 0.000 it 0.000 in . 0.000 it 0.000 it 0.000 in 0.000 it 0.000 it 0.000 in 0.000 it 0.000 it 0.000 in 0.000 it 0.000 It 0.393 in 4.530 II 0.00011 0.295 in 4.530 it 0000 It 0.295 in 4.530 It 0.000 it 0,393 in 4.530 it 0.000 it 0.077 in 4.530 It 0.00011 0058 in 4.530 II 0.000 II 0.077 in 4.530 it 000011 0000 in 0.000 it 0.000 It 0.000 in 0.000 it 0.000(1 0.000 in 0.000 II 0.000 it 0,000 in 0.000 it 0.000 it 0.655 in 4.530 it 0.000 It 0.110 in 4.530 it 0.000 it 0.000 in 0.000 it Load Combination C D C p +D+0.750S-0450W+H 1 600 0.185 0.60D1J60W'{)50H 1.600 0 185 +0.60D-0.60W+0.60H 1.600 0.185 D+0.70E+0.601-1 1.600 0.185 +0+0 750L+0.750S+O.5250E+H 1.600 0.185 0.60D+0,70E+H 1.600 0.185 Maximum Reactions X-X Axis Reaction k V-V Axis Reaction Load Combination @ Base @ Top @ Base © Top O LIcL,JIptIuIJ SketQhes MA* Loads V - 1.50 in Loads are total entered value. Arrows do not reflect absolute direction. to 41 Exact Width 1.50 in Allow Stress Modification Factors ExactOepin 350 in Cf or Cv for Bending 1.50 Area 5,250 inA2 Cf or Cv for Compression 1.150 Ix 5,359 inA4 Cf or Cv for Tension 1.50 ly 0.9844 mAd Cm: Wet Use Factor 1 Cl: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1.0 1700 ksi Use Cr: Repetitive? Yes Brace condition for deflection (buckling) along columns X-X (width) axis : Fully braced against buckling ABOUT V-V Axis Y-Y (depth) axis: Unbraced Length for buckling ABOUT X.X Axis :9 It, K: 1.0 Wood Species Douglas Fir-Larch Wood Grade No.1 Fb+ 1000 psi F Fb- 1000psi Ft Fc - Pill 1500 psi Density Fc- Perp 625 psi E : Modulus of Elasticity . x-x Bending Basic 1700 Minimum 620 180 psi 675 psi 31.21 pcf y-y Bending 1700 620 [plot l og 11it1 w (Zef2. L'tfr-, Wood Column Project Title: Engineer: Project ID: Project Descr Wk1A- In i-b ) Fite C:\PROGRA-2\ENERCA-IENERCALC_6 Software copyright ENERCALC, INC. 1983-2019, 8uild:10.19.1.30 ..DESC.RIPJJON: Code References Calculations per NDS 2018. IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method: Allowable Stress Design End Fixities lop & Bottom Pinned Overall Column Height Wood Section Name 2x4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn • Applied Loads AXIAL LOADS... Axial Load at 9.0 ft. D = 03310. L = 0.8260 k BENDING LOADS... Lat. Uniform Load creatinci Mx-x, E = 0.00670 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-Bending Stress Ratio Load Combination Governing NDS Forumta Location of max.above base At maximum location values are Applied Axial Applied Mx Applied My Fc : Allowable PASSMaximunvShearStress Ratio': Load Combination Location of max-above base Applied Design Shear Allowable Shear Load Combination Results Service toads entered, Load Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions.. Top along V-V 0.03015 k Bottom along V-V 0.03015 k Top along X-X 0.0 k Bottom atong X-X 0.0 Maximum SERVICE Load Lateral Deflections - Along V-V 0.1097 in at 4.530 fi abovebase for load combination . E Only Along X-X 0.0 in at 0.0 It above base for toad combination : n/a Other Factors used to calculate allowable stresses - Bending ComDression------Tension 0.4449 :1 Comp Only. fc/Fc' 0.011 1.157k 0.0k-ft 0.0k-ft 495.338 psi 0.02094:1 +D+0.70E+0.60H 0.0 It 6.030 psi 288.0 psi Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C p Stress Ratio Status Location Stress Ratio Status Location 0.900 0.316 0.1287 PASS 0.0 If 0.0 PASS 9.0 If 1.000 0.287 0.4449 PASS 0.0 ft 0.0 PASS 9.0 ft 1.250 0.234 0.1250 PASS 0.0f1 0.0 PASS 9.0 ft 1.150 0.253 0.1258 PASS 0.0f1 0.0 PASS 9.0 ft 1.250 0.234 0.3589 PASS 0,0ft 0.0 PASS 9.0 ft 1150 0.253 03611 PASS 00f1 0.0 PASS 9.0 fl 1 600 0 185 0.1232 PASS 0.0 ft 0.0 PASS 9.0 ft 1.600 0.185 0.1232 PASS 0.0 ft 0.0 PASS 9.0 ft 1.600 0.185 0.1232 PASS 0.0 It 0.0 PASS 9.0 If 1.600 0.185 0.1232 PASS 0.0 It 0.0 PASS 9.0 ft 1.600 0.185 0.1232 PASS 0.0 ft 0.0 PASS 9.0 ft Load Combination -s-D+Lr-H S +D+S+H +D.750Lr+0.750L+H +D+0 750L0 750S+H +D+0 SOW H .,D-060W+i-1 +D75OLri'0450W+H +D+750Lr-0,450W+H 50S +0.4 50 W+H Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location 0.1232 PASS 0.0 It 0.07389 PASS 0.0 ft 0.07389 PASS 0.0 It 0.1232 PASS 0.060401t 0.3537 PASS 0.06040 It 0.0780 PASS 4.470 It Project Title: Engineer: Project ID: Project Descr: Wood Column Software File= C:\PROGRA-2\ENERCA-1ENERCALC_6 it ENERCALC. INC. 1983-2019, 8uild:10.19,1.30 DESCRIPTION: perimeter wall Load Combination Results Load Combination C D C p Do.75os:0:450wR ' " 1.600 0.185 60D4O.60W+0.60H 1.600 0.185 s'0.60D-0.60W-s-0.60H 1.600 0.185 +D+070E+060H 1.600 0.185 +D+750L+0,750S+3.5250E+H 1.600 0.185 0.60D0.70E*H 1.600 0.185 Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 9.011 0.0 PASS 9.0f1 0.0 PASS 9.0 ft 0.02094 PASS 0.0 It 0.01570 PASS 0.011 0.02094 PASS 0.0 ft Maximum Reactions Load Combination +0+H 4'O+L+H fJ+Lr4'l +0+S+H -00.750Lr+0.750L*H +'s-,7501'0 750S41 '00.60W+H 40+0 750Lr-s-0.450W-s+I s-D+0750S+0450W+H +0.60D+0,60W+0.601-1 +0+0. 70E +0.601-i S -s0+0.750L-s0.750S-s0.5250E-sH +0.600+0 70E44 DOnly Li Only LOfty S Only WOnly E Only I-I Only X-X Axis Reaction k YY Axis Reaction Axial Reaction @Base @Top @8ase @Top @Base 0.331 1.157 0.331 0.331 0951 0951 0331 0331 0331 0.199 0.021 0.021 0.331 0.016 0.016 0.951 0.021 0.021 0.199 0.331 0.826 0.030 0.030 Note Only non-zero reactions are listed My . End Moments k-ft Mx . End Moments @Base @ Top @8ase ©Top Maximum Deflections for Load Combinations Load Combination Max. X.X Deflection Distance Max. Y-Y Deflection Distance +0-s-H 0.0000 in 0.000 11 0.000 in 0.000 ft +D+l_+H 0.0000 in 0.000 it 0.000 in 0.000 It +O+Lr+H 0.0000 in 0000 Ft 0.000 in 0.000 11 0.0000 in 000011 0000 In 0000 It -so-sO 750Lr4750LH 0.0000 in 0.000 It 0,000 in 0,000 II .0+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 it +0+0.60W+H 0.0000 in 0.00011 0.000 in 0.000 Fl 40+0.750Lr+0 450 W+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750S+0450V41 00000 in 0.000 ft 0.000 in 0.000 It -s0.60D-s0.60W-s0.60H 0.0000 in 0.000 It 0.000 in 0.000 it a0+070E+0601-1 0.0000 in 0.000 ft 0.077 in 4.530 It 0+0.750L+0.750S-s0.5250E+H 0.0000 in 0.000 It 0.058 in 4.530 It ............" * 0.0000 in 0.000 It 0.077 in 4.530 It D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Li Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 It S Only 0.0000 in 0.00011 0.000 in 0.000 It W Only 0.0000 in 0.000 It 0.000 in 0.000 It E Only 0.0000 in 0.000 It 0.110 in 4.530 It H Only 0.0000 in 0.000 II 0.000 in 0.000 It Bushrá ' Tsai' Incorporated BT CONSULTING STRUCTURAL ENGINEERS I 2564 W. Woodland Dr. S Bushra • Tsai' Incorporated Anaheim, CA 92801 - Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 Fennerly A1 Iarh2va £ Assacates STRUCTURAL CALCULATIONS FOUNDATION DESIGN 0 Bushra • Tsai • Incorporated ABTIh Consulting Structural Engineers JOB# _____________ Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET#________________ - n)1• 111t fv11.L1 c(()(c )<(t) ? -ft C (011, Nltr . Z'f - (JT (N lt'n[Dg P1frJ tvi çt 5vrrorL1 OL IA- to' > (IP lV - (2i Wv1COLUMN u(o . I _j 11, L. Bushra'Tsai•Incbrpórated CONSULTING STRUCTURAL ENGINEERS 2564 W. Woodland Dr. S Bushra • Tsai • Incorporated Anaheim, CA 92801 Consulting Structural Engineers TEL: 714.522.0911 FAX: 714.522.1149 Formerly :i; Rndhaa V. Assocate; STRUCTURAL CALCULATIONS LATERAL ANALYSIS 0 Wok > I Bushra • Tsai • Incorporated ABTI. Consulting Structural Engineers JOB# ____________ Formerly Ajit Randhava & Associates DATE ________________ 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# - tAkLk1 frwW-T4'' (P(qRfLA4VA trv) - Wft 0 \,opç I i 1L LZ I S S Bushra • Tsai • Incorporated A BTI. Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE 1uv1. (g DESIGN SHEET# _T9(t1 tiA-9 - JM.W1. - --7:: ( ( ) ty, -; I t rs PL- (2o) o'rL. it frc bV L - - -- ----- - ---,- .--- t + L iuiai a i Sal lutulpulaLeu ,J '.' I CONSULTING STRUCTURAL ENGINEERS DATE: 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149. Email: projects@btincse.com DESIGN: SHEET #: Building and Site Description W a (ji.. P CTltm.J MtVMr',J1 ) Site Class = 0 I = 1.0 R= 6.5 Ss= 1.131 g S1 = .434 g SMS 1.185 g Smi = 0.680 g SDS = 0.790 g S01 = 0.453 g Height above the base to building top, hn = 25.00 ft Ct based on building type 00.028 for steel moment-resisting frames 00.030 for reinforced concrete moment-resisting frames and eccentrically braced frames ®0.020 for all other buildings Structural Period, I = C1*(ho)x = 0.224 sec (ASCE 12.8-7) Floor weight for lateral force contribution ( 1 Level x Floor Depth (ft.) DL(ksf) LL(lcsf) Partitition(ksf) wall wt.(klf) Equip.(kips) w wl ratio Roof See Lateral Analysis for Determination of Building Roof Weight 1130.00 2nd Fl. See Lateral Analysis for Determination of Building 2nd Floor Weight 2180.00 3310.00 =W Total Design Base Shear Force V = 5DS * * / R * W = Total design base shear need not exceed, VM(-SDl lE /(RT)W- . Total design base shear shall not be less, VMIN =O.5*Sl *l/R*W use V = Vertical Distribution of Seismic Force Cvx - Wx *hx' k Ew1 h1 Diaphragm Distribution of Seismic Force Fi F Wpç Vertical Distribution of Seismic Force 0.122 * w (ASCE 12.8-2) 0.312 * W (ASCE 12.8-3) 0.033 * (ASCE 12.8-6) 0.122 * W (Strength Design Level) 0.085 * w (Allowable Stress Level) (ASCE 12.8-12) (ASCE 12.10-1) &bZ t'JM.t piJ 1I, Level x hx (ft) wx (kips) wx * hx Distrib. Fx(kips) Fx /1.4 Fx / wx Roof 25.00 1130 28250 0.552 222.23 158.73 0.197 2nd Fl. 10.50 2180 122890 0.448 180.06 128.62 0.083 I 114UI lOU I 4UZ.29 1 2/.35 Diaphragm Design Force (-)R 'r" (rt*1PTZ PAu.") Level x I Fx I wx I EWi Distrib. Fpx I 0.4Sos*l*Wpx 0.2Sos*l*Wpx Fx(kips) Fpx/1 .4 Fpx/wx Roof 1 222.2 11130.01 1130.0 1 0.197 1 222.23 1 357.08 178.54 222.23 158.73 0.197 id 1. 1 180.1 12180.01 3310.0 1 0.122 1 264.95 1 688.88 344.44 344.44 246.03 0.158 1 JO ! U.V I I l-px max. I l-px mm. Bushra Tsai Incorporated CONSULTING STRUCTURAL ENGINEERS DATE 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 DESIGN TEL 714.522.0911. FAX 714.522.1149 Email: projects@btincse.com SHEET #: 24 ( ) uilding and Site Description Li1 (EW I? (fc1(oii tvb014ir( Site Class = D = 1.0 Ss 1.131 g 1 R~=6 . g SMS = 1.185 g SM, = 0.680 g Sos = 0.790 g S0, = 0.453 g Height above the base to building top, hn = 25.00 ft Ct based on building type 00.028 for steel moment-resisting frames 00.030 for reinforced concrete moment-resisting frames and eccentrically braced frames 0.020 for all other buildings Structural Period, T = C1*(h)' = 0.224 sec (ASCE 12.8-7) At Floor weight for lateral force contribution c V V pti Level x Floor Depth (ft.) DL(ksf) LL(ksf) Partitition(ksf) wall wt.(klf) Equip.(kips) w/ ratio Roof See Lateral Analysis for Determination of Building Roof Weight 724.00 2nd Fl. See Lateral Analysis for Determination of Building 2nd Floor Weight 1368.00 Total Design Base Shear Force VS - )DS ' *1 E * * - - Total design base shear need not exceed, V (- SDI lE /(RT)W- Total design base shear shall not be less, VMIN =O.S*S, *l/R*W use V = Vertical Distribution of Seismic Force ' w * h VX = * k Ew1 h1 Diaphragm Distribution of Seismic Force EFi F= Ew wpx Vertical Distribution of Seismic Force 0.122 *W (ASCE 12.8-2) 0.312 * W (ASCE 12.8-3) 0.033 *W (ASCE 12.8-6) 0.122 * W (Strength Design Level) 0.085 * W (Allowable Stress Level) (ASCE 12.8-12) (ASCE 12.10-1) 4J4. WM& UqiJ 1 Level x hx (ft) wx (kips) wx * hx Distrib. J Fx(kips) Fx / 1.4 Fx / wx Roof 25.00 724 18100 0.558J141.76 101.26 0.196 2nd Fl. 10.50 1368 14364 0.442J112.50 80.36 0.082 I 2092 I 32464 I 1.00 1 254.26 I 181,61 Diaphragm Design Force (ifPlArq040 ofv4p (R.cott 1J4iL114 ) L [Level x Fx wx Ewi Distrib. Fpx 0.4SOS*l*Wpx 0.2S05*l*Wpx Fx (kips) Fpx/1 .4 Fpx/wx Roof 141.8 724.0 724.0 0.196 141.761 228.78 114.39 141.76 101.261 1 154.3910.158 0.196 ndFl. 112.5 11368.0 2092.0 0.122 166.26 1 432.29 216.14 216.14 I 101.0 I zu~lz.0 I F-px max. I I-px min. Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projectscbtincse.com SHEET# ________________ S -Y-. (0)A (Ø ttl~t C ~N Ikk f~ I*'. N4t 'N !13 occ PIAJRPNIM _fIA1D1 i/fi.utPfrJ (j.'i) ~~t JL-Th o( 7•'o• -. L 7 (LCkE PIA?HAr ift A. Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE :jtiL9 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN ______________ Tel: 714.522.0911 • Email: projects@btincse.com SHEET# 24 S -: -i- - ---- t -----------. I V 0 Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN fr"iIki Tel: 714.522.0911 • Email: projects@btincse.com SHEET# _24 S . —E- w P{L /frl)7 )Ll?1tAM lc74 x S C1-0'V1 rTwo - \J4 ('JA'L .R.. UN-((-ockEp rH11M V444o J 4- ---- ----------- - - - -- - - ELoiz NA7HPAM 1 b. )' = 7-1 = 11 4f :2A jfr ( VtoVtp. )( 1(4. L'IÜ '4 (&,,J (Jtt -A " ~ 10 - - - - -- M S Bushra • Tsai • Incorporated Consulting Structural Engineers Forrietly AjE Randbava & Associates STRUCTURAL CALCULATIONS SHEAR WALL DESIGN Bushra • Tsai • Incorporated CONSULTING STRUCTURAL ENGINEERS 2564 W. Woodland Dr. Anaheim, CA 92801 TEL: 714.522.0911 FAX: 714.522.1149 0 - L,4i'iziti frAi.y 115(c(i1r2. w A1) -f S Bushra • Tsai • Incorporated ,ABTIk Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# (e-1- DATE DESIGN M. 101 SHEET# 919 ________________ 1' - --- tY 2 - I w CI bo )Pw 7,1 -, - • (i ) I 27=(s ) S ~Jlpib (r4 c) 7,0 306 b(ccl1( C) F Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Rand have & Associates DATE 2564 W. Woodland Or., Anaheim, CA 92801 DESIGN Is Tel: 714.522.0911 • Email: projects@btincse.com SHEET # U1rY1 A.bN(9 rcui 4; 11M 1JA'A - - o: ULL1 ci 6 c b° . (J'1L4.. pct"b S S.' A. Bushr'a • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr. Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET#_______________ - I 1 F -11 (itt 1 \t 4lp ) %44i( ot44 / iI, Et 4'(ft$it (. M) ,ilc k'14b3 40 _ VlIVq S 0 AL Bushra • Tsai • Incorporated ABTl. Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE _______________ 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN ________ Tel: 714.522.0911 • Email: projects@btincse.com SHEET# IR . t11c,c2 , — 7,o t , ¶ ovi3t ç(P5 -t=4431 ovr)L s1uV4 q0 y(v .-- . _ ... I, — ...•I1 ____ -• - -. t1T%o/ LoW'J '19-1 t3 (c4 • S A Bushra • Tsai • Incorporated A Bil Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 0 Tel: 714.522.0911 • Email: projects@btincse.com JOB# (1nV, DATE DESIGN iiPr1 SHEET# N 0 Bushra • Tsai • Incorporated A BTI Consulting Structural Engineers Formerly Ajit iRandhava &.Associates 2564 W. Woodland Or., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# l) DATE DESIGN 1fiL DESIGN SHEET# Bushra • Tsai • Incorporated ,ABTIk Consulting Structural Engineers Formerly Ajit Randhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE DESIGN SHEET# '3 (Ow4e t?v) (° 01 = t pw vry 5 1lit2'' C1)A-t i1t /APA - -- 3ig9 _Rc ' (ltc) (!) 44 4 TO VYL tD . ç (wjp) 0 E51 Z Dil - IZ - Bushra • Tsai • Incorporated A BTI. Consulting Structural Engineers Formerly Ajit Pandhava & Associates 2564 W. Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: projects@btincse.com JOB# DATE DESIGN ___MAW ________________ SHEET# _____________ - f(v (wi) r v11* ç °-WA1A. (k)tA4c- r'- 12i<,(t, (51-ww•) (c 244' (/irJD) V - -PAilE ;Q 4it (ccc)1* Aoit (o +ZCe P., 000 STRONG-WALL®: Raised-Floor Walls SIMPSON 1 STORY WLS ON WOOD FLOOR - 2006 INTERNATIONAL BUILDING CODE® Selsmic .. Wd r MoDELNo AllowableASD Drdtat ! .AlláwablèASD.' A jDriftat Allowable Shear - Shia Load V . Allowable Shear . Shear Load V .. (lbs)' %Ibs) jW18.8-RF.., 835 041 1080 0.53 Wx8RF' 1210 0.39 1640 0.53 cSW32x8RF 1790 039 2330 053 RF 2715 031 4320 053 ._SW48x8 68O 37,, P, t V 10 c O60 SW18x9R -.SW24x9RF1 Jj965'' '040 270 060' SW329RF 15O5c5 t? 2090 O60 . , 'SW48x9 RF'j 2550T) "V. 0 35 3770 0.6 0 . SW24x1O RF 900 040 1175 067 SW3?xlo;RF - 1500 0.45 2015 0.67 s2SW48x10-4 2215 0.36 3220 0.67 ;MODEL t. NO$ Allowable AN Drift jst'1Shear Load V f.F TQbs at ,. Allowable Shear Shear Load V 'L Drift it, *Allowable Shear SW18x8-RF 750 0.37 1000 0.53 SW24x8-RF 1095 0.39 1455 0.53 SW32x8-RF 1595 0.40 2115 . 0.53 SW48x8-RF 2510 0.39 3340 0.53 SW18x9F 600,- ' 'O33 'j.O60 çj SW24x9RF ,j r O38 ç: 1245 7 o'ëo jV 76 x6 RFI. f$j360 039 ' 1805 o6O 1SW48x9 RFt 231O ' 041 3055,.j. 060t' SW24x10-RF 810. . 0.37 1080 0.67 SW32x10-RF .1320 0.46 1730 0.67 SW48x10-RF 2005 0.41 2660 0.67 For plywood shear panel, add 'P' to model name (e.g. SW24x8P), and multiply the table loads by 0.88. All Raised-Floor walls require 11/2' minimum end distance from corner for end post bearing plate. See details 3/SW2 and 4/SW2 on page 69. Typical shim thickness between the Strong-Walls and top plates or header is /8 or less using Simpson Strong-Ties Strong-Drive '/406 screws (SOS). For additional shim thickness, see detail 7/SW1 on page 68. See allowable vertical load table on page 47 for Wood Strong-Wall maximum compression and tension capacities. Allowable shear capacities must be reduced as limited by anchor bolt capacities for installations on CMU. Uplift forces may be calculated using the following formula: Uplift = Shear x Height Width - 5.25 For stacked conditions, evaluate cumulative overturning for anchorage at the base of first-floor wall. Opage 48 for SWAB anchorage solutions. See footnotes below. SECONDSTORY WALLS - 2006 INTERNATIONAL BUILDING CODE® si S W14 Allowable ASD 4 2006 INTERNATIONAL BUILDING CODE® 'oubJe•%aU Garage P!dI1 .. ____________ Seismic' :. i' - Wind . . .Seiémlc Wind Model; - - • . AIIowabI ASD Shear. LoadV - . - Drittat Allowable -- •----. ahear - 00 AllOwable - Shear. --- Load . -_01110' '. Drift at AlIowathè - Snear in) Al1owabl ASD e r .. Shear LoadV ._ -. - Drift at Allowable -- -.-.-- Shear . (j) Allowable ,®Q - Shear Loadv--( bs - Dn _a Allowable ear L SW16x7x4 2670 .2670 _ 0.36 - .350.0 - 3506 310 1. 0.53 ,- 133'5 .0.36 1750 .0.53 SW16x7x6 0.36 . I .0.53 J1-3-35-- -.0.36 .1750. . 053 SW16x8x4 23 040 160 1175 040 1555 060 SW16x8x6 040 0F' 13105_) I S5 ., 1175 040 1 l60 SW22x7x4 .4160 0.37 5420 I b.53 011 2080 0.37 2710 .0.53' SW22x7x6 410 . 0.37 5420 /1 0.53.,, ,..208Q. . 0.37 2710 0.53 SW22x8x4 3730 042 48801'l 060 1865 42 2440 0.60, SW22x8x6 3730 042 4880' , 0.60; ___' 0.42 ' .060 Foundations MULTI-PLY HEADERS FOR GARAGE PORTAL WALLS 'AIläiáble Seismic w1I1 Model N ,; .Double2x' Double LVL - DOuble2x( Double i.VL !,Header.,Header 4feadèr. - Header SW16x7x4 1145 1200 150.0 '1575 SW16x8x4 940 1100 . 1245 . . 1455 SW22x7x4 1500 1660 .. 1950 2165. SW22x8x4 1400 1585 . 1830 .2075 Garage portal walls listed above may be used with double 2x12 minimum or double 13/.'x117N minimum LVL headers. Headers shall be face nailed to each other with minimum 16d nails at 32 on center staggered along the top and bottom. Double 2x12 require W ply or OSB shim to make the header assembly flush with Wood Strong-Wall® panel. The shim shall match the header depth and Wood Strong-Wall panel width minimum. It may be placed on either face of header or between k. %A1 11 C$,..,n_AMII n,n& A double-wall garage portal system consists of 2 walls With a heâdefiññing over the top and connected as shown. P1®.' UuIWuy cl® .V A single-wall garage portal system consists of 1 wall with a header panning over the top and connected as shown. For plywood shear panel, add P' to model hame (e.g. 91#22x7x4P), and multiply the table loads by 0.88. Recommended header moisture content is 19% or less at time of installation. The minimijm'header sizes listed are the minimum required for lateral rigidity of the portal system. Larger headers may be required due to vertical loading. Portal walls may be installed with sheathing facing inside or outside. Typical shim thickness between the Strong-Wall® panel and header is W or less using Simpson Strong-Tie® Strong-Drive® '/4"X6 screws (SDS). See allowable vertical load table on page 47 for Wood Strong-Wall panel maximum compression and tension capacities. Allowable shear capacities must be reduced as limited by anctor bolt capacities for installations on CMU. Uplift forces may be calculated using the following formula: Uplift = K Shear x5 K = 0.80 (SW16 Portal); 0.67 (5W22,Portal) Width - See page 48 for SWAB anchorage solutions. it Beam splice Drag tie across beam splice by Designer Single-ponal system Detail 1 - Single- and Double-Wall -.------........ Garage Portal . . .----. . 1 Beam to support post and support post to foundation uplift connectors may be reduced Header size shallmatch LSTA24 where justified by calculations. . , nominal wall thickness x stiap lmifl.l beam . Header size shall match seminal This detail reflects lateral load requirements 12 mm. nominal depth at to post wall thickness x 12 mm. nominal depth of a Single- and Double-Wall Portal system. 8 Mn 16-4Ma - .-- 16-4Max It is the Designer's responsibility to provide 7 a complete load path for all loads in (3)- LTP4 at support post • accordance with the governing codes. to Wood Strong-Wall' post System rating equals the sum of the Single- and Double-Wall Portal values. ' Header support Alternate Installation: A single-piece header post by Designer (no camber) may be substituted for the two headers shown. The design rating for this '1 Column base detail by Designer -... , condition may then be evaluated as the sum . (not shown for clarity) \ of the individual'single-wall ratings. Longer header spans can be accommodated if larger headers are used such that equivalent stiffness is equal to or greater than that provided by the minimum header and maximum length indicated. 6 Simpson Strong Tiem LTP4 and LSTA24 - -- * (by Designer) are minimum requirements i...i_- to achieve the allowable loads. . . . c.) Or) , Header size shalt match nominal wall thickness xl 2 mm. nominal depth LSTA24 strap (win.) at beam to post © Detail 2-Single-Wall Garage Portal 8Mm. 16'-4Max. Beam to support post and support post to foundation uplift connectors - C c..' may be reduced where justified by calculations. - ' support post -' This detail reflects lateral load requirements of a Single-Wall Portal system. '0. ' by Designer It is the Designer's responsibility to provide a complete load path for . . loads in accordance with the governing codes. . -.- . .... STHD10 Longer header spans can be accommodated if larger headers are used hoidown - :. j..- u Curb Jail such that equivalent stiffness is equal to or greater than that provided by .'. . the minimum header and maximum length indicated. . Simpson StrongTiem STHD1 0 and LSTA24 (by Designer) are minimum • . .. . . - requirements to achieve the allowable loads. . -. Column base detail by Designer ........ (not shown for clarity) - . .. :- I fl 0 Bushra • Tsai • Incorporated ABTI. Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN (M.'l'ttkl Tel: 714.522.0911 • Email: projects@btincse.com SHEET# to 11 Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# - - -: : vLl/(1 cH4(1 1' T 2cc > -4(5 ivtLC.. itt1t \iki: vL-t- 5kTsM11C -. - JL±L. S N"o '°.) i.c' ±' jh1 Wti'Jri Bushra • Tsai • Incorporated ABTI. Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# S Bushra • Tsai • Incorporated ABTI, Consulting Structural Engineers JOB _____________ Formerly Ajit Randhava & Associates DATE _____________ 2564 W. Woodland Dr., Anaheim, CA 92801 DESIGN ____MI _________ Tel: 714.522.0911 • Email: projects@btincse.com SHEET# *$t Wkt A('N ? t,wb) 1b 4' MM' FU LL 51 11 MAX. o 41 (4110 >0L1 - --- - -- ---- __ M• O( HI (O 1 -_- I DW 44Cc - ------ -- 9 r> 0 Bushra • Tsai • Incorporated ABTIh Consulting Structural Engineers JOB# Formerly Ajit Randhava & Associates DATE ______Lj _________ 2564 W. Woodland Or., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# Nails are not required in the rim board area Floor-to-Floor Tie Installation Showing a Clear Span Stitch nailing of double studs by others When nailing the strap over OSB/plywood, use a 21/2" long minimum STHD 4shown 6. Typical Detail with Strap Installed Over Sheathing I Simpson rfltl1 Wood TKConstruction TConnectors t:j I '1I.11 HT/IAST/MSTC/MSTA Strap Ties - S Codes: See p. 14 for Code Reference Key Chart These products are available with additional corrosion These products are approved for installation with the Strong-Drives protection. For more information, see p.18. SD Connector screw. See pp. 39-40 for more information. Floor-to-Floor Clear Span Table n I -Ui a M1del Clear 'Sparr (in) - Allowable Tension - Loads (DF/SP) Allowable Tension - Loads (SPF/HF)' (160) , (160) MS A49 18 (26) lOd 2,020 ' 2,020 16 (26) lOd 2,020. 2,020 18 (12)16d sinkers 1,155 -T '.. .995.. MSTC28 16, (16)16d sinkers 1,540 ." 24 (20)16d sinkers 2,310 1,985 MSTC40 18 (28) 16d sinkers 2,695 2,320 16 (32) 16d sinkers 3Q0 2,650 MSTC52, 24 (36) 16d sinkers X4Q5 '-- 2,980 A• 18 (44) 16d sinkers .4,235 3,645 16 (48) 16d sinkers 3,975 30 (48) 16d sinkers 4,780 4,120 24 (54) 16d sinkers 5,380 4,640 MSTC66 18 1 (64) 16d sinkers 5,860 5,495 16 1 (68) 16d sinkers 5,860 5,840 30 (64) 16ds1nkers. "' , 5,495 . MSTC78 24 (716dsinkers , 5,860 " 5,860 .18 (76) 16d sinkers 5,860 24 (14)16d 1,725 1,495 MS137 18 (20) 16d 2,465 2,135 16 (22) 16d 2,710 2,345 24 (26)16d ' "3215 2,780 M5T48 18 . (32) 16d . - 3,960 . . 3,425 ' 16 (34)16d 4,205 3640 30 (34) 16d 4,605 3,995 MST60 24 (40) 16d 5,240 4,700 (46)16d 6,235 5,405 (48)16d .-. , 6,505 . ; '5,640. - .MST72 24 (54) 16d 6,730 . H0 , , 6,345 18 (62)16d, , 6,730 ''1. 6,475 '. See footnotes below. Model Dimensions -(In.). Fasteners ' . - '(Total) . . Allowable Tension Loads (DF/SP) Allowable Tension Loads (SPF/HF) ."' code No Ga W. ______ L . ;ails N Bolts Nails Bolts '"' Nails Bolts Ref Oty. Dia (160) - (160) (160) (160) MST27 2116 27 (30) 16d 4 ½ 3,700 2,165 3,200 2,000 MS137 12 2146 37½ (42) 16d 6 ½ 5,080 3,025 4,480 2,805 MS148 2116 48 (50) 16d 8 ½ 5,310 3,675 5,190 3,410 MST6O 10 2346 60 (68)16d 10 ½ 6,730 4,485 6475' ' 4175 M5172 "2346 72 (68)16d 10 34 6730 4485 6475w ? 4175 14, L3, FL HST2 21h 211/4 - 6 % - 5,220 - 4,835 HST5 5 211/4 - 12 % - 10,650 - 9,870 HST3 3 25½ - 6 3' - 7680 - 6660 HST6 L3 61 251h - 12 ~ - 15470 Allowable loads have been increased for wind or seismic loading with no further increase allowed; reduce where other loads govern. Install bolts or nails as specified by Designer. Bolt and nail values may not be combined. Allowable bolt loads are based on parallel-to-grain loading and these minimum member thicknesses: MST - 21/2"; HST2 and HST5 - 4"; I-IS13 and HST6 - 41/2". Splitting may be a problem with installations on lumber smaller than 3 ½ every ": either fill eve nail hole with lOd x 1 ½" nails or fill every-other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. Use half of the required nails in each member being connected to achieve the listed loads. When installing strap over wood structural panel sheathing, use 2½" long nail minimum. Tension loads apply for uplift as well when installed vertically. Nails: 16d = 0.162" die. x3½" long, l6d sinker =0.148" dia. x 31/4' long, lOdx 116" = 0.148" die. x 11/2" long. 104 See pp. 26-27 for other nail sizes and information. Model No. Material Dimensions (in.) Fasteners Minimum Wood Member Thickness (in.) Allowable Tension Loads .,(16o)• Deflection at Highest Allowable Load Code Ref. - Base (in.) Body (ga.) - HB SB W H ' B ( so Anchor Dia. Stud Dolts __________ I _;DFSP __________ SPF/HF. HD3B - 12 434 21h 21h 8% 21/4 1346 3/8 % (2)% 1½ 1,895 1,610 0.156 2½ 2,525 2,145 0.169 3 3,130 3,050 0.120 3½ 3,130 1 3,050 0.120 HD5B 34 10 • 51/4 3 21h 9% 21h 11/4 2 % 11h 2405 2,070 0.153 21h 3,750 -- - 3,190 0.129 3 (2)34 4505 3,785 - 0.156 3% 4j3- J ' 4,195 -0.150 I1D7B 946 10 51/4 3 21/2 123/h 21/2 11/4 2 1/8 (3)34 3 6,645.) 5,650 0.142 3½ 7,310 6,215 0.154 41h 7,345 6.245 0.155 HD9B 3/8 7 6% 3½ 2/8 14 2½ 11/4 2% /8 (3)% 31h 6,580 0.159 1P3 41h 9,920 8,435 0.178 51h 9,920 8,430 0.178 71/4 - 10,035 8,530 0.179 H012 Me 3 7 4 31/2 20346 41/4 21/8 3% 1 (4)1 31h 11,350 9,215 0.171 41/2 12,665 10,765 0.171 51h x 51h 14,220 12,085 0.162 11/8 (4)1 31h 11,775 9,215 0.171 41/2 13,335 11,055 0.177 71/4 15,435 13,120 0.194 5½x5½ 15,510 12,690 0.162 HD19 3/8 3 7 4 3½ 241/2 4¼ 2½ 3% - 1½ - (5)1 71/4 . - 16,735 14,225 0.191 5½x5½ 16,775 12,690 0.200 1% - - (5)1 7Y4 19,360 15,270 0.180 5½x5½ - 19,070 - 16,210 0.137 - I Simpson Strong-Tie Wood Construction Connectors SIMPSON I I -J JI. Strong-Tie Holdowns (cont.) These products are available with additional corrosion protection. For more information, see p.18. To achieve published loads, machine bolts shall be installed with the nut on the opposite side of the holdown. If reversed, the Designer shall reduce the allowable loads shown per NDS requirements when bolt threads are in the shear plane. Lag bolts will not develop the listed loads. HD19 with 1114" anchor rod requires No.1 or better post to achieve published loads. 83 I. 46 1EX [l 1 0 -4( Bushra • Tsai • Incorporated Consulting Structural Engineers JOB A BTI Formerly Ajit Rand hava & Associates DATE 2564 W. Woodland Or., Anaheim, CA 92801 DESIGN Tel: 714.522.0911 • Email: projects@btincse.com SHEET# - C4jJo ' Ax 12- ' 4x12- I 'I I 114 L41t1t4-L. ctic11 J t4'• 24 ) . - vtp l4' fb AA Al --- ___ (21. r4 Typical APT6 Installation L L .4 Typical APB44 Typical APB66 Installation Installation Simpson Strong-Tie® Wood Construction Connectors - SIMPSON Outdoor Accent Strong-Tie S APA/APB/APDJT/APL/APT (cant.) Beam-to-Column Ties Model - Dimensions (in.) Fastener0ty.2 Allowable Loads Code No. Ga.w I H Column Beam Uplift Fl Ref. APL4 12 3 8¼ 81A 2 4 1,155 670 APL6 12 5 111/4 111/4 4 6. 1905 1,340 APT4 12 3 131/2 81/4 2 4 1,330 1P6,FL APT6 12 1 5 171h 111/4 4 8 2,130 11,425 Allowable loads have been increased for wind or seismic loads with no further increase allowed. Connectors must be installed in pairs. Allowable loads do not apply to single parts. All fasteners are a Simpson Strong-Tie® SDWS2231 2DB inserted through an STN22 washer. HeaVy Angles Model Ga. Dimensions (in.) Fastener Qty. !Allowablé Loads 'Code No. L' WI W2 Column Beam I Uplift. Fi - Ref. APA4 12 3 31/4 3 2 2 710 APA6 12 5 _334 _3½ 4 ,,' _4 f 1_265___1985 P6 FL Allowable loads have been increased for wind or seismic loads with no further increase allowed. Connectors must be installed in pairs. Allowable loads do not apply to single parts. All fasteners are a Simpson Strong-Tie® SDWS2231 2DBB inserted through an STN22 washer. Light Rafter Tie Model Dimensions (in.) Fasteneroty AllowableLoads Code No. G a L Cotumn _F1-. Ref. APA21 14 134 _W1 _2 _W2 _1½ 1 1 _Bear 1 Uplift____i 200 _120 IP6,FL .1. Allowable toads have been increased for wind or seismic loads with no further increase allowed. Allowable loads are for a single part. All fasteners area Simpson Strong-Tie® SD1 O112DBB. Post Bases Model' Dimensions (in.) Fasteneraty. Allowable Loads Code No. a. W H- . Column Anchor Uplift. Down Ref. APB44 12 3 39A6 7 4 34 1,035 6,725 j APB44R 12 3 436 634 4 34 1,035 . -6,725 1 APB66 12 5 51/2 7½ 4 /8 1,260 11,450 P6, FL APB66R 12 1 5 1 6 1 71/4 4 34 1 1,260 11,450 Uplift loads have been increased for wind or earthquake or seismic with no further increase allowed; reduce where others govern. Downloads may not be increased for short-term loading. Specifier to design concrete for uplift capacity. Downloads shall be reduced where limited by capacity of the post. All post fasteners are a Simpson Strong-Tie® SDWS22312DB inserted through an STN22 washer. Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non-top-supported installations (such as fences or unbraced carports). 10 DeckJoist Tie______________ Model No. - Ga. Dimensions (in.) Allowable Down Loads Ref. S W Code H Floor (100) Roof (125) APDJT2-4 12 11/2 3 10 1,870 2,340 APDJT2R-4 12 2 3 9½ 1,870 2,340 APDJT2-6 12 1½ 3 10 1,870 2,340 160 APDJT2R-6 12 2 3 91/2 1,870 2,340 Roof loads are 125% of floor loads. Floor loads may be adjusted for other load durations according to the code, provided they do not exceed the roof loads. Loads are per part. Joist fastener is a Simpson Strong-Tie® SDWS22512DB inserted through an STN22 washer. Post fastener is a Simpson Strong-Tie 5DWS223 1208 inserted through an STN22 washer. 368 Typical APL4 Installation lion LI SOIL REPORT FOR PEOPOSED BUILDING CONSTRUCTION ON 2736 ARLAND ROAD CARLSBAD, CALIFORNIA C,1. •/4 PREPARED FOR MICHELLE LIN 2736 ARLAND ROAD CALRSBAD, CA 92008 PREPARED BY S.H. SHU, GE 4025 HARBOR DRIVE CARLSBAD, CALIFORNIA 92008 September 10, 2018 SOIL REPORT FOR 2736 ARLAND ROAD CARLSBAD, CALIFORNIA I. INTRODUCTION This report presents the results of a geotechnical evaluation of the site located at 2736 Arland road, Carlsbad, California. The site is legally known as Parcel A, Parcel Map No. 20908, in the City of Carlsbad, County of San Diego, State of California, recorded on 18th day of August, 2011 in the office of County Recorder of San Diego County, State of California, (APN- 156-142-56). The general location of the site is shown on Figure 1. The purpose of this study was to provide geotechnical input to the appropriate governmental authorities that control the issuance of necessary permits or approval of the planned subdivision. The geotechnical evaluation was based on the followings: Observation of existing site conditions. Observation of the exposed soil conditions in two of the test pits explored within the proposed new lot. Logging, sampling and test of representative soil samples from the pits. Review of published geological and soil conditions data at or near the site, and Preparation of this report presenting my findings, conclusions and recommendations. II. SITE DESCRIPTION AND PROPOSED SUBDIVISION The proposed building lot (Parcel C) is located immediately east of the existing two-story building at 2732 and 2734 Arland Road, in the City of Carlsbad, California. Access to the site is via Arland Road to the west. The proposed construction site Parcel (C) is approximately 20, 528 sf with an R1-7500 zoning. The new lot (C) created will be approximately 156.75 foot deep and 125.73 foot wide (See figure 1). III. FIELD EXPLORATION & LABORATORY SOIL TESTING Two test pits (see Figure 1) were explored manually within the planned two building sites (Parcel Q. The test pits were excavated to depths ranging from 18 to 30 inches below existing ground surface where hard formational soils have prevented excavation below these depths. The soil layers encountered are described below: Test Pit 1: 0-12": Top soils, silty fine to medium sand, dry to moderately moist with some wet spots, brown to dark brown in color, moderately compact with some loosely cultivated loose spots. 2 .b 12-18": Formational materials, also silty fine to medium sand, but compact, moist, reddish brown to brown. End of excavation at 18". Test Pit 2: 0-12": Top soils, same as Pit 1, dark brown, graded into brown with depth, some root lets, organic, slightly moist to moist, loose. 12-30": Formational materials, reddish brown to brown silty fine to medium sand, compact. End of excavation at 30". Based on the results of field excavations and the research of the published geological and soil literatures, the subject site is covered with shallow top soils (slope wash material) to a depth of approximately 12 inches below existing ground surface. The top soil layer is underlain by firm formational materials consisting essentially of reddish brown to brown silty fine to medium sand to the end of exactions. Because of uniformity in soil profile, the excaatioñ àS terminated at relatively shallow depth. Physical properties, such as maximum dry density - compressibility and expansiveness of both on-site top soils and remolded compacted soils, were previously tested reported by the writer in Reference 1. Geologically, both top soils and the formational materials are known locally as Pleistocene-aged marine terrace deposit. The US Department of Agriculture has classified and grouped the deposit into Marina loamy sand, 2 to 9 percent slope series with a description symbol of MIC. (See Reference: "Soil Survey" By USDA Soil Conservation and Forest Service in cooperation with UC Agricultural Experiment Station, US Department of the Interior, Bureau of Indian Affairs, Department of the Navy, and the USA Marine Corps, 1973). This series of soil spreads widely along the coastal area of North San Diego area. The MIC series of deposit consists essentially of somewhat excessively drained soils derived from weakly consolidated to non-coherent ferruginous loamy sand. The representative profile of the surface layer is brown and dark yellowish brown, medium acid to slightly acidic loamy sand about 1 0-inchin thickness. The subsoil is brown and neutral to mild alkaline loamy sand deposit of approximately 47 inches in thickness. It is uniformly non-expansive,non-sticky with non-to low plasticity. The deposit is permeable and erosive. The available- - water holding capacity is approximately 4 to 5 inches. The average particle size of MIC series is 2.0 to 0.005 millimeter and it typically has less than 35 percent of fine particles passing US 200 standard sieve sizes (74 microns or 0.0029 inch). Note Reference 1: "Soil Report for Prosed Building Construction on 2732 Arland Rd. Ca 92008, MS 08-06, prepared for Michelle Lin, 2732 Arland Rd. Carlsbad, Ca. Dated on: 08/08/2013 IV. SEISMIC GEOLOGIC SETTINGS The western San Diego region has historically been an area of low seismic activities (Allen et all, 1969, page 753). All of San Diego county, the northwestern tip of Baja California and much of the peripheral offshore areas have been devoid of large earthquake epicenters since 1932. Smaller earthquakes with a magnitude (Richter scale) of 3.9 or less have occurred within this area, but they have been scattered both spatially and temporarily. On the whole, very little damage, if any, occurred as the results of these small earthquakes. The 1argetrcénféáfthcjiiakes were the low-magnitude of 3.7 and 3.6 events on June 21 and 22, 1964 with epicenters near southeast San Diego. Both of the local events had the maximum Modified Mercalli intensities of VI and caused only slight damage. In San Diego region, future earthquakes are most likely to associate with the prominent local faults, such as Rose Canyon fault, the La Nacion fault or the Sweetwater fault. Among these, the Rose canyon fault is the closest to the job site and would probably govern the selection of the required earthquake design criteria for the proposed project. However, this fault is still considered to be only "potentially active to low potential" category fault rather than an "active" fault. Elliot has studied this fault, and concluded that the Rose Canyon fault might produce an earthquake having a magnitude of 4.8 in a 100 years recurrence time. S i In the absence of known active fault n the vicinity of the site as well as within the Aiquist-Priolo Earthquake Fault Zone, the most likely place for these damaging earthquakes to occur in future is along the known active faults that lie within the Southern California region outside San Diego area. This is because most of the large earthquakes.in..California are related to movements along active faults that lie within the Southern California_______ region outside San Diego area. This is because most of the large earthquakes in California are related to movements along active faults. The closest active fault known to exist outside San Diego area is the Newport- Inglewood fault located approximately 5.6 miles west of the site. Earthquake design of future building at the new subdivision lot may be based on the design parameters listed on the 2016 California Building Code ASCE 710 standard that are selected from this geologic setting. The specific earthquake design parameters recommended are presented in the RECOMMENDATIONS section of this report. In addition, liquefaction potential on the site during earthquake shaking is nil due to dense nature of the formational materials and the absence of ground water body nearby. IV. CONCLUSIONS 5 Based on the results of field investigations and study, it is the writer's opinion that the existing site is feasible new construction as long as the subdivision conforms to the local zoning ordinance. There will be no geologic or soil constraints that would prevent the new subdivision lot from new construction. The integrity of the existing owner's building at the site is exemplary to the favorable geology and soil conditions. In addition, the subject is neither in the vicinity of a lake or a natural water body nor in amidst of a natural water course. The subsurface materials consist mainly of firm formational deposit. Therefore, the site should be devoid of soil liquefaction during earthquake shaking. RECOMMENDATIONS Foundation Design and Construction: Conventional spread footing and continuous perimeter footing may be used to support future building at new subdivided.lot.Jheiootings may either by founded on the firm native formational soils or on the compacted.flhl. The required minimum depth for footings on both formational and compacted fill is 12 inches below the lowest adjacent undisturbed ground surface. Insert (C), the presence or absence of gopher holes or lateral force design requirement may govern the required footing depth. The recommended minimum width for continuous footing is 12 inches, and 18 inches for square footing. Insert (C): All footings should also be located at least 5 feet horizontally from the top adjacent slope. All footings so designed and placed at the recommended minimum depth may be loaded to a maximum unit is foundation pressure of 2500 pounds per square foot. This value is for dead and live loads only. It may be increased one third for combined dead, live and transient seismic or wind load. ri After footing trench excavations, the exposed soils in the trench should be observed by a Geotechnical Engineer beforepouringconcreteif'loose soil is detrimental organic or debris is exposed, the footing depth-may he deepened or these should be removed. Insert (D) properly compacted to at least 90 percent of the maximum dry Wensity. Where unexpected gopher tunnel is encountered, the tunnel should be grouted or be removed for compaction. Insert (D): The removed materials can be replaced with compacted fills. Lateral Resistance Design: The lateral force may be resisted by the combination of (a) the friction developed between the footings and the bearing soils and (b) the passive pressure developed on the side faces of the footings. To estimate frictional resistance component, a frictional coefficient of 0.4 may be used. To estimate passive resistance of the soil on the side of footing, 300 pounds per square foot of depth is recommended for those footings completely surrounded and confined by a level ground. The recommended maximum passive pressure is 3000 pounds mr square foot for the combined total of dead, live and seismic loads. Earthquake Resistant Design The most likely place for potentially damaging earthquakes to occur in the future is along the known active Newport-Inglewood Fault located approximately 5.6 miles west of the site in the Southern California region. Based on these findings, the recommended seismic design parameters that may be used for earthquake design, per 2016 California Building Code ASCE 7-10 standard, is as follows: S Seismic Design Parameters Site Location Latitude Longitude Site Class Maximum Spectral Response Acceleration Ss Si Adjusted Maximum Acceleration Sms SMI Design Spectral Response Acceleration Parameters SDs SDI oncrete Slab on Grade: 33.169760 117.339350 W D 1.131g 0.434g 1.185g O.680g O.79Og O.453g Both compacted fill or on site formational sub-grade soils can be considered non-expansive. Slab reinforcement, per local building ordinance, can be used. The suggested minimum slab reinforcement is one later of 6x6-10x 10 welded wire fabrics at the middle height of the slab. The slabs to be covered with flooring should be protected by an acceptable vapor barrier, such as 10 mil thick plastic sheet. To prevent punctures and aid in concrete cure, slab should be covered above with and underlain by clean sand later at least 4 inches in thickness. The sand later can serve to equalize intruded moisture and support a moisture vapor barrier sandwiched in the sand layer. Site Drainage: As onsite soils are erosive, it is necessary to confine both footing and slab bearing soils at all times. To accomplish this, an efficient site drainage system should be installed to drain away or to minimize surface run- off from adversely influencing the bearing soils. The efficient site drainage system should be maintained and tall footings should also be kept at least 5-foot horizontally from the top of adjacent slopes at all times. Construction Observation and Testing: The conclusions and recommendations presented in this report are based on the information obtained from field explorations, laboratory testing of soils as well as research of available geo-technical publications pertinent to the site. As subsurface materials may vary from place to place, it is prudent to have exposed soils checked from -time10-time during-construct-ion and grading. The suggested phases of soil observation by a Geo-technica1----- Engineer during grading and construction are listed below: After removal of top soils and before placing excavated soils for compaction. After foundation trench excavation before setting steels and pouring concrete. Before and after backfihling of utility trench, is any. Testing of compacted fill after placement. Temporary excavations in the vicinity of any existing structure, if any. If you have any questions regarding the information presented in this report, please feel free to call. Respectfully submitted, Cc S H Shu, CE 19913, GE 772, Date No. 772 0 PRELIMINARY GEO TECHNICAL ENGINEERING INVESTIGATION Proposed Two-Story Residential Building with Attached Garage 2736 Arland Road, Carlsbad, CA 92008 For Mr. Frank Lin The Owner Prepared by LC Engineering Corp October 25, 2019 Project No. 15649-S OCTOBER 25, 2019 PROJECT No 156-19-S Mr. Frank Lin, the Owner 2732 Arland Road, Carlsbad, CA 92008 SUBJECT: PRELIMINARY GEOTECIINICAL ENGINEERING INVESTIGATION Proposed Two-Story Residential Building with Attached Garage 2736 Arland Road, Carlsbad, CA 92008 Mr. Lin: Per your request, LC Engineering Corp (LCEC) has performed the preliminary geotechnical engineering investigation for the proposed two-story residential building with attached garage at the subject site. The purpose of this investigation is to evaluate the onsite soil conditions and provide recommendations for the design and construction of the proposed development. The accompanying geotechnical report presents the findings and conclusions of this investigation and our recommendations. Based upon the findings of our investigation the proposed development at the subject site is feasible from the geotechnical engineering viewpoint provided the recommendations of this report are properly incorporated into design and are implemented during construction. We appreciate the opportunity for providing the professional service. If you have any questions regarding this report, please do not hesitate to contact us. Respectfully submitted, LC Engineering Corp Ir Jac u, Project G1ogi :7683411 C UJ " ~ Z _0CF I VC ~' kO~~ Shaofu Chen, P. C-76 Principal Engineer End.: Figure 1 Site Location Map Figure 2 Site Plan Appendix A Boring Logs and Laboratory Testing. Appendix B USGS Seismic Design Maps Reports cc: (5) Addressee 2 LC Engineering Corp 2276 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S TABLE OF CONTENTS INTRODUCTION .................................................................................................................................................................. 4 SCOPE OF WORK ................................................................................................................................................................ 4 SITE CONDITIONS .............................................................................................................................................................. 4 FIELD EXPLORATIONS ...................................................................................................................................................... 4 EARTH MATERIALS ........................................................................................................................................................... 5 5.1. Fill................................................................................................................................................................................... 5.2. Native Soils ..................................................................................................................................................................... 5 5.3. Groundwater ................................................................................................................................................................... 5 ENGINEERING PROPERTIES...........................................................................................................................................5 FAULTING AND SEISMICITY...........................................................................................................................................6 71. SEISMICITY .................................................................................................................................................................. 6 7.1.1. Earthquake Effects ................................................................................................................................................... 6 7.1.2. Seismically Induced Settlement...............................................................................................................................6 7.1.3. Lurching and Shallow Ground Rupture ........ ........................................................................................................ 7 7.1.4. Liquefaction potential ............ . ................................................................................................................................. 7 7.1.5. Tsunamis and Seiches ..............................................................................................................................................7 7.1.6. Seismic Design Parameters ...................................................................................................................................... 7 CONCLUSIONS AND RECOMMENDATIONS .............. . ................................................................................................. 8 8.1. Site Preparation..............................................................................................................................................................8 8.2. Temporary Excavation ................................................................................................................................................... 9 8.3. Foundation Systems ...................................................................................................................................................... .9 8.4. Slab on GradelHardscape ............................................................................................................................................ Jo 8.5. Driveway ....................................................................................................................................................................... 10 8.6. Corrosivity Test ............................................................................................................................................................. 11 & 7. Drainage ....................................................................................................................................................................... 11 && Construction Maintenance ........................................................................................................................................... 1] PLAN REVIEW, OBSERVATION AND TESTING........................................................................................................11 LIABILITY AND LIMITATION ........................ . ... ........................................................................................................... 12 3 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S 1. INTRODUCTION The subject property is located at 2736 Arland Road, Carlsbad, CA 92008. Based on the provided design plan, the proposed development consists of a new two-story residential building with covered patio and attached 3-car garage with covered deck on top, which is shown in Figure 2. Based on the information provided by the property owner, a soil report for proposed building construction on 2736 Arland Road prepared by S. H. Shu dated June 20, 2019 was reviewed by the City consultant Hetherington Engineering, Inc (HEI). Since the soil report was lack of laboratory tests and sufficient information for the proposed development, the HEI's reviewers gave S. H. Shu many comments for his soil report and required him to provide further information. However, S. H. Shu is retired and cannot provide the required information. Therefore, upon the property owner's consent, LCEC decided to re-investigate the site and prepare a soil report for the presently proposed development. The purpose of this new investigation is to explore the subsurface soil conditions and evaluate soils with respect to foundation requirements. The following report describes our scope of work and presents our professional opinions regarding the proposed development, in form of findings, conclusions, and geotechnical recommendations. 2. SCOPE OF WORK The scope of work has been performed for this investigation in the following: Site check and review of pertinent soils data of the general study. A site location map is shown on Figure 1. Drilling, logging, and sampling of two (2) borings at selected locations as shown on Figure 2. The boring logs are included in Appendix A. Laboratory testing of earth samples to determine their engineering properties. The results of laboratory tests are presented in Appendix A. Performing engineering analyses and evaluation. Preparation of geotechnical engineering report to present the findings and conclusions of this investigation and the recommendations for design and construction. 3. SITE CONDITIONS Presently the subject site is a vacant lot, which is bounded by residential properties on all directions. One 10-foot wide road easement at the east side of 2740 Arland Road provides an access to the subject site from the Arland Road. A few of mature trees grows along the areas of the property lines on the site. The site is relatively flat. In general, the regional topography at the site and its vicinity is gentle sloping towards the west with an approximate 4 percent gradient. 4. FIELD EXPLORATIONS A total of two (2) borings were drilled to 11 and 13 feet below the ground surface (bgs) during our field exploration on September 28, 2019. Undisturbed soil samples were obtained using GeoMatic 4 LC Engineering Corp 2275 Huntington Dr., #315. San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S samplers, which are in compliance with ASTM D3550 sampling method. The samples were placed in moisture-tight bags and containers, and transported to the laboratory for testing. Laboratory tests including moisture-density test, direct shear test, consolidation test, expansion index test, and corrosivity test were performed. The test results are presented in Appendix A. EARTH MATERIALS The earth materials encountered during subsurface exploration consisted of fill and native soils. 5.1. Fill Fill was encountered at one boring B-2 from the surface to 1 foot bgs consisting of olive gray silty sand in slightly moist and moderately dense conditions. 5.2. Native Soils Native soils encountered in both of borings from the ground surface or bottom of fill to 13 feet bgs (the maximum depth explored) consist mainly of dark brown to light brown to reddish brown silty sand, slightly clayey, in moist and moderately dense to dense conditions. 5.3. Groundwater No groundwater was encountered in both of borings during our field exploration. 6. ENGINEERING PROPERTIES The engineering properties of onsite earth material samples determined from laboratory tests are summarized as follows: Field Dry Density: 109.6 to 129.4 pcf Field Moisture Content: 7.4 to 10.7 % Shear Strength: Plate DS-1 Cohesion: 160 psf Friction Angle: 33 degrees Compressibility: Plate CS-1 Expansion Index: 3 Sulfate: 75 ppm Chloride: 44 ppm 5 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT NO 156-19-S Resistivity: 1,082 ohm/cm pH: 8.4 7. FAULTING AND SEISMICITY Data search of historical earthquake events which have been occurred in the general study area were performed to evaluate the deterministic seismicity parameters of potential on site ground motion. The seismicity study indicated that no known active or potentially active faults pass through the site. However, the site, as most of the southern California areas, is located in a seismically active region, and will experience slight to very intense ground shaking as a result of movement along various active faults in the region. Per Campbell & Bozorgnia (2005) by using Blake's current computer program of the EQFAIJLT and EQSEARCH Version 3.0, the most significant fault system near the site is the Newport-Inglewood Fault (offshore). The findings of the faulting and seismicity study are summarized in the following: There are 53 fault systems in a search radius of 100 miles. The most significant fault system near the site is the Newport-Inglewood Fault (offshore), and is about 5.3 mile (8.5 km) from the subject site. The largest maximum-earthquake site acceleration during the time period of 1.900 to 2015 was 0.6401 g (gravity). The estimated site intensity during the time period of 1900 to 2015 was IX of Mercali Scale. The earthquake closest to the site is about 19.7 miles (31.7 kin) away. The largest earthquake magnitude found in the search radius during the time period of 1900 to 2018 was 7.6. The maximum considered peak ground acceleration which may impact the site is 0.468 g based on USGS design maps detailed report. 7.1. SEISMICITY 7.1.1. Earthquake Effects Based on our studies, no. active or potentially active faults pass through the site. However, the site lies within a seismically active area and may be subject to very strong ground shaking. If a strong earthquake occurs in the vicinity of the subject site, structural stress and minor foundation disturbance caused by earthquake induced ground shaking will be the major cause of damage. The potential of earthquake effects are discussed in the following. 7.1.2. Seismically Induced Settlement The proposed footings will be supported by compacted fill or dense native soils. 6 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S Seismically induced settlement is anticipated to be minor. 7.1.3. Lurching and Shallow Ground Rupture As no active or potentially active faults pass through the site and no known ground ruptures have occurred in the local area surrounding the site, the potential of ground cracking due to shaking and seismic events is low. 7.1.4. Liquefaction potential Liquefaction describes a phenomenon in which cyclic stresses produced by ground shaking induced excess pore water pressures in the cohesionless soils. These soils may thereby acquire a high degree of mobility leading to damages or deformations. In general, this phenomenon only occurs below the water table, but after liquefaction has developed, it can propagate upward into overlying non-saturated soil as excess pore water pressure. Liquefaction susceptibility under a given earthquake is related to the gradation and relative density characteristics of the soil, the in-situ stresses prior to ground motion, and the depth to the water table, as well as other factors. Based on the County of San Diego Guidelines for Determining Significance Geologic Hazards (2007) and the City of Carlsbad General Plan, the subject site is not located within a designated Potential Liquefaction Hazards Zone. Thus, the liquefaction potential is anticipated to be low. 7.1.5. Tsunamis and Seiches Tsunamis are long wavelength ocean waves generated by sudden movements of the ocean bottom during events such as earthquakes, volcanic eruptions, or landslides. Based on the Carlsbad General Plan Update, the subject site is not within high risk zone for tsunami run-up. Seiches are defined as wave like oscillatory movements in enclosed or semi-enclosed bodies of water, such as lakes. Potential effects from seiches include flooding damage and related hazards in surrounding areas from spilling or sloshing waves, as well as increased pressure on containment structures. Based on the Carlsbad General Plan Update, the subject site is not within high risk zone. 7.1.6. Seismic Design Parameters Based on the aforementioned information, field investigation, and the California Building Code (CBC) 2016, the site could be designated as Site Class "D" per Table 20.3 of ASCE 7-10. Other required seismic design parameters may be obtained from the California Structural Engineers Associates website: https:llseismicmaps.org by entering the project site address, the computer outputs are summarized in the following table. The details are included in Appendix B. 7 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S Spectral Response Accelerations Sms and SMI Ss=1.13, SMSFaXSS I S1 =0.434, SMI=FVXSI Site Class D: Fa = 1.0, Fv = 1.5 Period (Sec.) Sa(g) 0.2 1.184 (SMS, Site Class D) 1.0 0.68 (SM!, Site Class D) Design Spectral Response Accelerations SDS and SD! SDS =2I3XSMS t SDI =2/3xSM1 Site Class D: Fa1.0,Fv=l.5 Period (Sec.) Sa(g) 0.2 0.79 (SDS, Site Class D) 1.0 0.453 (SDI, Site Class D) Seismic Design Category: D 8 CONCLUSIONSAND RECOMMENDATIONS Based upon the findings of our investigation, the proposed development at the subject site is feasible from a geotechnical engineering viewpoint provided that the recommendations of this geotechnical report are properly incorporated into design and are implemented during construction. The following recommendations should be incorporated into the final design and construction practice for the proposed development. 8.1. Site Preparation The following grading guidelines are provided for quality control during grading and fill placement. Footing excavation shall be conducted per Section 8.2. Remove all fill, loose soils, vegetation, abandoned foundation, and other deleterious materials that conflict with the proposed development. All utility lines and sewer system if any shall be protected. Based on our field exploration and lab test results, to provide uniform support and minimize the differential settlement for the proposed structures, it is recommended that the existing fill and top native soils at the areas of the proposed structures be removed to a minimum of 4 feet below the existing grade or minimum of 2 feet below the proposed footing bottom, whichever is deeper. All of over-excavation for the proposed structures should be extended to 4 feet laterally from the outlines of the proposed footings if applicable, and replaced with compacted fill. The areas for slab on grade/driveway/hardscape should be over-excavated to a minimum of 2 feet bgs and backfilled with compacted fill. 8 LC Engineering Corp ' 2275 Huntington Dr., #315. San, Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S Scarified 6 to 8 inches at the bottom of the excavation, moistened to near the optimum moisture content, and re-compacted to a minimum of 90 percent of the maximum dry density in accordance with current standard of the ASTM D1557. Any loose spots or fill, if encountered, should be over-excavated and re-compacted to a minimum of 90 percent of the maximum dry density in accordance with current standard of the ASTM D1557. All utility trenches should be backfilled with compacted fill. All backfill should be compacted to a minimum of 90 percent of the maximum dry density in accordance with current standard of the ASTM D1557. Compacted fill should be placed in controlled layers, not exceed 8 inches in thickness. Field density tests should be performed in accordance with the current standards of the ASTM D1556 and/or ASTM D6938. Field density tests should be taken at not more than 2-foot intervals of the fill placed. Field moisture content should be performed in accordance with the current standard of the ASTM D4959 or D6938. All soils to be used for backfihling should be cleared out of the rocks greater than 4" in diameter. All fill placements should be performed in accordance with the current grading ordinances of the local government and the recommendations of this report. All bottoms of removal areas, fill placements, and footing excavations should be observed, tested, and approved by a representative of this firm prior to placing any fill, steel or concrete. 8.2. Temporary Excavation Prior to commencing excavation, all utilities in the project area should be located and either rerouted or protected. Any existing vegetation, abandoned foundation, and other deleterious materials which conflict with the proposed development should be cleared from the site. Most of the soils encountered at the site generally may be used for backfill and be excavated with conventional grading equipment. Temporary excavation without surcharge may be cut vertically up to 5 feet and 1:1 (horizontal:vertical) slope upward over 5 feet. 8.3. Foundation Systems Two-Story House and Garage Conventional continuous or pad footings can be designed to support the proposed two-story residential building and garage with covered deck for an allowable net bearing pressure of 2,000 pounds per square foot (psf) in compacted fill. The continuous footings should be designed for a minimum of 18 inches in width and embedded a minimum of 18 inches into certified compacted fill; and the pad footings should be designed for a minimum of 24 inches in width and embedded a minimum of 24 inches into certified compacted fill. 9 LC En T(eerin Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S Covered Patio Covered deck can be supported on pad footings and/or continuous footings. Continuous footing should be designed for a minimum of 12 inches in width and embedded a minimum of 12 inches into compacted fill. Pad footings should be designed for a minimum of 24 inches in width and embedded a minimum of 18 inches into compacted fill. The bearing capacity may be increased by one third when considering short duration wind or seismic loads. A friction coefficient of 0.3 and a lateral bearing of 300 psf per additional foot of depth, to a maximum of 3,000 psf per foot of depth, may be used to resist lateral loads in compacted fill. When combining passive earth pressure and frictional resistance, the passive earth pressure should be decreased by one third. All continuous footings shall be reinforced with a minimum of two #4 rebars at the top and two #4 rebars near the bottom. Foundations designed and installed in accordance with the recommendations outlined in this report are anticipated to undergo a total static settlement less than 1 inch and differential settlement within a radius of 30 feet less than 1/2 inches. Prior to the placement of concrete or steel in the footing excavations, an inspection should be made by a representative of this firm to ensure that the footing excavations are free of loose and disturbed soils. 8.4. Slab on Grade/Hardscape The onsite surficial soils are very low expansive silty sand with expansion index of 3. Conventional concrete slab can be used for slab on grade. Onsite loose soils were over- excavated to a minimum of 2 feet deep and compacted to a minimum of 90 percent of the maximum dry density as ASTM D 1557. Conventional concrete slab should be designed into a minimum thickness of 4 inches of concrete slab reinforced with #3 rebars at spacing of 16 inches placed at mid-height. Interior slab on grade should be underlain by a 2-inch layer of clean sand, followed by a minimum of 10 mil polyethylene moisture bather; and 4-inch layer of Y2-inch or larger diameter gravel should be placed below the moisture bather for capillary breaks to meet with the current CALOreen requirements. 8.5. Driveway It is recommended that two feet of compacted fill below the proposed driveway to support the driveway pavement. The compacted fill should be compacted to a minimum of 90 percent of the maximum dry density in accordance with the current ASTM D1557. For rigid pavement, pavement of driveway for heavily loaded trucks, such as 75,000 lbs fire engine, should be designed for 6-inch thick concrete slab over 6 inches of Class II aggregate 10 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT NO 156-19-S base. Concrete slab should be reinforced with a minimum of #4 re-bar at mid-height and 16- inch spacing on both ways for heavy load application. Spacing of control joints should be no more than 10 feet and spacing of expansion joints should be no more than 20 feet. Pavement of driveway for regular car including sidewalk should be designed for 4-inch thick concrete slab reinforced with No# 3 rebars in mid-height and 16-inch spacing on both ways over 4 inches of Class II aggregate base. For flexible pavement, pavement of driveway for heavy loaded trucks such as fire engine, should be designed for 6 inches of Asphalt Concrete over 6 inches of class II aggregate Base. For driveway of regular car, pavement of driveway can be designed for 4 inches of asphalt over 4 inches of class II aggregate Base. The class H aggregate base should meet the requirements of "Green Book" (Standard Specification for Public Works Construction) Section 200-2.2. 8.6. Corrosivity Test Chemical laboratory tests were conducted to evaluate the soil corrosion potential and the attack on concrete by sulfate soils. Based on the test results, sulfate test result is 75 parts per million (ppm), Type I or II cement can be used. Chloride value is 44 ppm, pH value is 8.4, and the resistivity value is 1,082 ohm/cm (saturated condition). It is our opinion that a potential corrosion problem from on-site soil is severe; all the underground pipes and devices should have corrosion protection. 8.7. Drainage Final grading should provide with positive grades to divert surface water away from the foundation areas in compliance with the local jurisdiction's grading requirements. All surface runoff should be collected and diverted away from the existing and proposed building by non-erosive devices. All underground plumbing fixtures should be leaking free. Any planters to be planted adjacent to footings should be contained within concrete planter boxes. Proper drainage should also be provided to divert surface water away from the building pad area during construction. This is especially important when construction takes place during the rainy season. 8.8. Construction Maintenance It is the responsibility of contractor to maintain a safe construction site. The area should be fenced and warning signs posted. All excavations must be covered and/or secured. Soil generated by foundation excavations should be either removed from the site or placed as compacted fill. Worker should not be allowed to enter any unshored trenches excavations over five feet deep. Water should not be allowed to saturate open footing trenches. 9. PLAN REVIEW, OBSERVATION AND TESTING LCEC should be present to perform the following tasks, otherwise, the qualities and performance of the recommended geotechnical works for the project may not meet your needs, and therefore LCEC 11 LC Engineering Corp 2275 Huntington Dr., 11315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT No 156-19-S is automatically released from the liabilities of the project by our client if the other consultant takes over this project. Those tasks include: Review, approve and stamp foundation, grading and drainage plans. Observe and advise during all grading activities including site preparation, footing excavation, and placement of fill. Test all fills placed for engineering purpose. 10. LIABILITY AND LIMITATION This report is based on the proposed design plans provided to our office. The conclusions and recommendations submitted in this report are based on our data research, subsurface exploration, laboratory testing, and engineering evaluation and analyses. The subsurface conditions, excavations, characteristics and geologic information described herein have been projected from individual borings or test pits placed on the subject property. The subsurface conditions and excavation characteristics, and geologic information shown should in no way be construed to reflect any variations which may occur between these borings. The nature and extent of variations in subsurface conditions may not become evident until construction. If conditions encountered during construction appear to differ from those disclosed, this office should be notified so as to consider the need for modifications. No responsibility for construction compliance with the design concepts, specifications or recommendations is assumed unless on-site construction review is performed during the course of construction which pertains to the specific recommendations contained herein. This report has been prepared for our client under agreed upon terms and conditions that include limitation of liability understandings. The scope of work and recommendations may not be suitable for other persons or other parties, so no other party may rely upon this report without the written authorization of this company. This report has been prepared in accordance with generally accepted practice. No warranties, either express or implied, are made as to the professional advice included in this report or as provided under the terms of the agreement. Please be aware that the contract fees for our services to prepare this report do not include additional work which may be required such as plan review, grading observation and testing, footing observations, etc. Where additional services are required and requested, you will be billed for any equipment costs and on an hourly basis for consultation or analysis. This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information of the project is incorporated into the plans and that the necessary steps are taken by the contractor to implement such recommendations in the field. LCEC has prepared this report for the exclusive use of the client and authorized agent. Any other geotechnical engineer who takes over the project needs to independently reevaluate the Site and entire situation and assume the responsibility and liability for the project as the Geotechnica1 Engineer of Record. 12 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 ! 0dt'• C' A I Ito pow !•'• e. In 1 J - II i_• • v Rill .., S. i ' vk:4 :. • :.. :•• \'\ ... •.• - '- - .'d.JNA r WY I - -'•\ .. Mt, KeWy Army Rndavy .1 r4 0.. ••.:i : c' - m A4 CARLSBAD ' \\ • Jr er .. jl '--'_ S . •1 ç'_t \ .. I' • p•:• ••7 - - 5 .- L.. - - wt\. • S - 511S, l. - • I .3 L.. 4 FIGURE 1 SITE LOCATION MAP Jlf 2736 Arland Road, Carisbad, CA 92008 I I( Fnøinrind (nrnIPrnirt Mn OPFTY UN4E - - I - __________-- •0 / 7O4 ----i_-I I-- SIMF YARO i6lb - - _- - - - !z I AF-N#-I42 I 1 21G ARLAND F20AP I X15T APN9 156-42-54 S !. tE.2VORIE5 2132 ALAN ROAD '1 I tELPNCE LaAS UTIES 1 A Up 'j / 2140 ARLAND ROAD I _- . - 4 B-I Boring Location FIGI 2736 Ar IC Engineeri OCTOBER 25, 2019 PROJECT NO 156-19-S APPENDIX A BORING LOGS AND LABORATORY TEST RESULTS 13 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT NO 156-19-S APPENDIX A BORING LOGS AND LABORATORY TESTING 1.0 TEST PIT/BORING LOGS Boring logs are presented on Plates B-i and B-2. 2.0 LABORATORY TESTING Laboratory tests include moisture-density test, direct shear test, consolidation test, and corrosivity test. 2.1 Moisture-Density Test Site soil samples were classified in the laboratory in accordance with the Unified Soil Classification system (USCS). Field moisture content and dry unit weights were determined for the ring samples obtained in the field. Field moisture contents and dry unit weight are shown on Plates B-i and B-2. 2.2 Direct Shear Test Direct shear tests were performed to determine the shear strength parameters of undisturbed samples. The samples were tested in its natural field moisture condition. The results are plotted and linear approximations are drawn of the failure curve to determine the angle of internal friction and cohesion. The results of direct shear tests are shown on the Plate DS-1. 2.3 Consolidation Test The apparatus used for the consolidation test is designed to receive the brass ring of soils without removing the sample from the brass ring. Loads were applied to the sample in several increments, and the resulting deformations were recorded at selected time intervals. Porous stones were placed in contact with the top and bottom of the samples to permit the ready addition or release of water. Sample was tested at the field and increased moisture contents. The test results are shown on the Plate CS-i. 2.4 Expansion Index Test The expansion index was tested according to the current standard test method for Expansion Index of Soils as stated in the current ASTM Standards (test method D 4829). 2.5 Corrosivity Test The sulfate test, chloride content, and minimum resistivity are tested per Caltrans Test Method 417- Mçthods of Testing Soils and Water for Sulfate Content, 422- Methods of Testing Soils and Water for Chloride Content, and 532- Method for Estimating the Time to Corrosion of Reinforced Concrete Substructures, respectively. 14 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 OCTOBER 25, 2019 PROJECT NO 156-19-S Unified Soil Classification System Used by LC Engineering Corp Major Division Group Symbols Typical Names CLEAN GRAVELS GW well graded gravels, gravel-sand mixtures, little or fine GRAVELS GP poorly graded gravels or gravel-sand mixtures, little or no (more than 50% (little or no fines) of coarse fraction ____________________ fines GRAVELS WITH Wl GM Silty gravels, gravel-sand-silt mixtures COARSE is LARGER than GRAINED the No.4 sieve FINES size) SOILS (more than 500 (appreciable amt. of fines) BE GC clayey gravels, gravel-sand-clay mixtures of material is LARGER than CLEAN SANDS SW well graded sands, gravelly sands, little or no fines SANDS (little or no fines) SP poorly graded sands, gravelly sands, little or no fines No. 200 sieve size) (more than 50% of coarse fraction is SMALLER SANDS than the No. 4 SM silty sands, sand-silt mixtures sieve size) WITH FINES :;•i (appreciable amt. of fines) Sc clayey sands, sand-clay mixtures ML inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity CL inorganic clays of low to medium plasticity, gravelly clays, COARSE SILTS AND CLAYS GRAINEDS (liquid limit LESS than 50) - sandy clays, silty clays, lean clay OL organic silts and organic silty clays of low plasticity OILS (less than 50% of material is MI! inorganic silts, micaceous or diatomaceous fine sandy or SMALLER than _____________ silty soils, elastic silts CH inorganic clays of high plasticity, fat clays the No. 200 SILTS AND CLAYS sieve size) (liquid limit GREATER than 50) OH organic clays of medium to high plasticity HIGHLY ORGANIC SOILS Pt peat and other highly organic soils. SANDSTONE SEDIMENTARY BEDROCK - SILTSTONE CLAYSTONE IGNEOUS BEDROCK -.- -t GRANITIC ROCK METAMORPHIC BEDROCK 'I METAMORPHIC ROCK PARTICLE SIZE LIMITS SILT or CLAY I SAND I GRAVEL COBBLES BOULDERS FINE I MEDIUM I COARSE I FINE I COARSE No.200 No. 40 No.10 No. 4 3/4 in. 3 in. (12 in.) LABORATORY TESTING ABBREVIATIONS AL Atterberg Limits MC Moisture Content & Dry Density CD Consolidated Drained CP Collapse Potential MD Maximum Dry Density CU Consolidated Undrained CS Consolidation PP Pocket Penetrometer UU Unconsolidated Undrained DS Direct Shear PR Permeability (Outside Lab) EL Expansion Index RS Resistivity, pH, and Chlorides GD Gradation Analysis RV R-Value 15 LC Engineering Corp 2275 Huntington Dr., #315, .San Marino, CA 91108 PROJECT NAME 2736 Arland Road PROJECT NO. 156-19-S DATE DRILLED 9/28/19 DRILLER LC Engineering Corp GROUND-WATER ELEV N/A TYPE OF DRILLING Power/Hand Tool BORING LOG DRAFTED BY MC LOGGED BY IL SAMPLER SIZE 2.5" DRIVE WT 36 lbs BORING DESIGN B-i STATION - - - OFFSET (F1') - - - USE - - - DROP 42" Surface description: l Z C' '• 2 V 0 Location of Excavation: See plot plan (Figure 2). 0 0 Cf) Cn .Cn GEOTECHNICAL DESCRIPTION Native Soils (0 to 11') 1 Silty Sand SM Redish brown, silty, fine to medium sand, moist, very 2 dense. rootlets (0 to 2') , some gravel, moist, moderately dense 3 to dense. 3.0 R 1 200 129.4 9.2 __ 4 SM Light redish brown, silty and slightly clayey, fine to s medium grained sand, moist, dense. 5.0 R 2 76 119.2 10.7 6 7 8 — Silty Sand 9 light redish brown, silty, fine sand with medium grain, moist, dense. 10 10.0 R 3 80 114.7 9.9 11 [2 End of Boring at 11.0 feet; 13 No Groundwater Encountered; No Cave-in. 14 15 H .,,,',.,.-.".-.,;'........ ......................,,,....,.....................,, -........ç............ ... ...... ._ .......,,.................... ................................ . ............ ........ i.......J....- ....L.............................._.L E] spur SPOON TUBE SAMPLE ___ fJDRIVE SAMPLE SMALL BAG BORING LOG PROJECT NAME 2736 Arland Road PROJECT NO. 156-19-S DATE DRILLED 9/28/19 DRAFTED BY MC DRILLER LC Engineering Corp LOGGED BY JL GROUND-WATER ELEV N/A SAMPLER SIZE 2.5" TYPE OF DRILLING Power/Hand Tool DRIVE MIT 36 lbs BORING DESIGN B-2 STATION - - - OFFSET (FL) - - - GSE - - - DROP 42" Surface description: 4-. . 2 Location of Excavation: See plot plan (Figure 2). .I 0 c 2 2 Cl) (I) . Cl) GEOTECHN(CAL DESCRIPTION Artificial Fill (0 to 1.0') SM Silty Sand 1 Olive gray, silty, slightl,r moist, moderately dense. r- 2 Native Soils (1.01 to 130) Silty Sand 3 SM Dark brown to light brown, clayey and silty, fine to medium grained sand, moist, dense. - 4 Sl1tySuid 4.0 R 1 74 120.5 101 SM Light reddish brown, silty and slightly clayey, fine to 5 medium grained sand, moist, dense. 6 Silty Sand 7 SM Reddish brown, silty, fine to medium grained sand, moist, moderately dense. 8 8.0 R 2 63 109.6 8.4 9 10 11 SM SM Light brown mottled reddish brwon, silty, fine to medium with coarse sand, moist, dense. 12 12.0 R 3 103 114.1 7.4 13 End of Boring at 13.0 feet; 14 No Groundwater Encountered; Is No Cave-in. ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ l - - - - - ROCK CORE FB JBULK SAMPLE RING SAMPLE SPLIT SPOON FT TUBE SAMPLE ____ [JDRWE SAMPLE Ej SMALL BAG DIRECT SHEAR TESTS Project: 2736 Arland Road Lotion: 2736 Arland Road, Carlsbad Project #: 156-19-S Logged By: JUMC Start/Finish Date: 10/15/19 Sample 1.0.: B-2 @4.0' Cl) 2000 I— Cl) Ui I 1500 1000 2500 3500 ISO i Sample Location 6-2 @ 4.0, 500 1000 1500 2000 2500 3000 NORMAL STRESS, psf Average Moisture Content (%) Symbol Befo After F,1ction Angle Cohesion Remarks 10.2 14.1 330 160 psf Residual Plate DS-1 SY1 )IS] ki 60101 ol IY1 I to ME U- OCTOBER 25, 2019 PROJECT No 156-19-S APPENDIX B USGS SEISMIC DESIGN MAPS REPORTS 16 LC Engineering Corp 2275 Huntington Dr., #315, San Marino, CA 91108 10/23/2019 U.S. Seismic Design Maps OSHPD 2736 Arland Rd, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1701983, -117.33920160000002 The Arbour Apartment 9 HoHander Dental U Las Flores Church Associates .p.gsi ' Buena Vista arret Computers Inc Y Elementary School % O - ' Hair Addix ---.- - The Enclave 9 •. -• -• Buena Vista .Way Buena Vista Way Buena Vista Go&le - - - iviep UI )ate 10/23/2019, 11:01:13 PM )esign Code Reference Document ASCE7-10 Usk Category ii We Class D - Stiff Soil I Type Value Description Ss 1.13 MCE ground motion. (for 0.2 second period) S1 0.434 MCER ground motion. (for 1.0s period) Sms 1.184 Site-modified spectral acceleration value I S 1 0.68 Site-modified spectral acceleration value SDS 0.79 Numeric seismic design value at 0.2 second SA S01 0.453 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category F5 1.048 Site amplification factor at 0.2 second F 1.566 Site amplification factor at 1.0 second I PGA 0.443 MCEG peak ground acceleration FPGA 1.057 Site amplification factor at PGA PGAM 0.468 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.13 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.186 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) Si RI 0.434 Probabilistic risk-targeted ground motion. (1.0 second) Si UH 0.432 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. SI 0 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.557 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.953 Mapped value of the risk coefficient at short periods [CR1 1.004 Mapped value of the risk coefficient at a period of 1 https:llseismicmaps.org 1/2 2.5 5.0 Period, T(sec) - Sa(g) 7.5 Design Response Spectrum 0.8 2.5 5.0 Period, T(sec) - Sa(g) 7.5 10/23/2019 U.S. Seismic Design Maps MCER Response Spectrum DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the Information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie. https://seismicmaps.org 2/2 PROPOSED 5!pLGL.6 ____________________ 4ILY HOME / I / / 1 / /\s 3" j 55 L--- _-4------7 9--'- . . I / L- -' ' IQ_ TRbPOSEP ADU FE=I /. 50 C) i1 - / 'e• 1 -TEST ii 58' r Ck'-11 I) q43'- \ Pored Ave. Las Flores Dr. At Ar1cyId 1. \/5 we. V15k /y 57O2'1 I /4q,7 jX(S7T4OUU AL14P! X1ST Houar - I ARLAHP J2 - - & TVT '04' I -15' \REAYAW. * \ H-i .L11i1AE O SCALE CITY OF ARLS8AD SCALE: I"=30"APPROVED BY. I DRAWN BY-) ,< DATE: /O-O/-/S f REVISED SOIL REPORT MAP DRAWING NUMBER FIGURE 1. 11 X 17 PRINTED ON NO. 1000)1 CLEARPRINT BUILDING ENERGY ANALYSIS REPORT 1 PROJECT: SINGLE HOUSE 2736 ARLAND ROAD CARLSBAD, CA 92008 Project Designer: RCIV No v 02 2018 0LDII4 RLS0 Report Prepared by: PERFECT DESIGN & INVESTMENT Job Number: Al 8-2632 Date: 7/30/2018 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software - www.energysoft.com. CO (ZQ 4518 0*363q TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF-1 R-PRF-01 -E Certificate of Compliance 3 Form RMS-1 Residential Measures Summary 11 Form MF-1 R Mandatory Measures Summary 12 HVAC System Heating and Cooling Loads Summary 16 Zone Load Summary 17 Room Load Summary 18 Room Heating Peak Loads 19 Room Cooling Peak Loads 21 EnergyPro 7.2 by EnergySoft Job Number: ID .'A18-2632 User Number: 1919 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: SINGLE HOUSE Calculation Date/Time: 10:58, Mon, Jul 30, 2018 CaIcuILtion Description: Title 24 Analysis Input File Name: A18-2632.ribd6x CFI R-PRF-01 Page Aof GENEIAL INFORMATION T___________________________________ 01 Project Name SINGLE HOUSE 02 Calculation Description Title 24 Analysis _ - 03 Project Location 2736 ARLAND1ROAD - 04 City CARLSBAD 05 Standards Version Compliance 2017 06 Zip Code 92008 07 Compliaflce Manager Version BEMCmpMgr 2016.3.0 (1016 SP2) 08 Climate Zone CZ7 09 Software Version EnergyPro 7.2 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 135 12 Project Scope Newly Construèted 13 Number of Dwelling Units I______________________________ - 14 Total Cond. Floor Area (ft) 2343.5 15 Number of Zones 2 16 Slab Area (ft) 1193.5 17 Number otStories 2 18 Addition Cond. Floor Area(ft) n/a 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) n/a 21 Glazing Percentage (%) 12.2% COMPLIANCE RESULTS .01 Building Complies with Computer Performance 02 This building incorporates features that require field testing andior verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2..yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.29 3.56 -1.27 -55.5% Space Cooling 2.48 2.25 0.23 9.3% IAQ Ventilation 1.25 1.25 0.00 0.0% Water Heating 8.08 6.97 1.11 13.7% Photovoltaic Offset --- 0.00 0.00 Compliance Energy Total 14.10 14.03 0.07 0.5% Registration Number. 418-P010055027A-000-000-0000000-0000 Registration Date/Time: 07/30/2018 11:00 HERS Provider: CHEERS CA Builc ing Energy Efficiency Standards - 2016 Residential Complianc Report Version - CFI R-06212018-1016 SP2 Report Generated at: 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R-PRF-01 Project Name: SINGLE HOUSE Calculation DatelTime: 10:58, Mon, Jul 30, 2018 Page 2 of 8 Calculation Description: Title 24 Analysis input File Name: A18-2632.ribdl6x ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a bIiilding using a scoring system where 100 represents the erergy Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC) with California modeling assJmptions. performance of the Residential A score of represents zero the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. BecauseEDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy 'Efficiency Standards is significantly more efficient than the baseline EDR building the EDR of the Standard Design building is provided for Information. Sinilarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen I EDR of Standard Efficiency EDR of Proposed Efficiency EDR Value of Proposed PV + Battery Final Proposed EDR 49.8 : 49.7 F 0.0 49.7 o Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and Qll verification prerequisite. o Design meets Tier 2 requirement of 30% or greatei code compliance margin (CALGreen A4.203.1.2.2) and Qll verification prerequisite. o Design meets Zero Net Energy (ZNE) Design Designation requirement for. Single Family in climate zone CZ7 (San Diego) (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. Notes: Excess PV Generation EDR Credit: Bypassing PV size limit may violate Net Energy Metering (NEM) rules REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy 'performance for this computer analysis. Non-standard duct location (any location other than attic) HERS FEATURE SUMMARY ... The following is a summary of the features that must be field-verified by a 'certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: IAQ mechanical ventilation Cooling System Verifications: Minimum Airflow Verified EER Verified SEER Verified Refrigerant Charge Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Ducts located entirely in conditioned space confirmed by duct leakage testing Duct Design-Return Duct Design-Supply Domestic Hot Water System Verifications: —None -. Registration Number. 418-P010055027A-000-000-00000000000 CA Building Energy Efficiency Staidards - 2016 Residential Compliance Registration Date ime: 07/30/2018 11:00 Report Version - 1R-06212018-1016 SP2 HERS Provider: CHEERS Rep('tt Generated at: 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD :CFI R-PRF-01 Project Name: SINGLE HOUSE Calculation DatelTimé: 10:58, Mon, Jul 30, 2018 Page 3oU Calculation Description: Title 24 Analysis Input File Name: A18-632.ribd16x BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Açea (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number Heating of Water Systems SINGLE HOUSE 2343.5 1, 1 4 2 0 1 ZONE INFORMATION i I 01 02 03 04 05 06 07 Zone Name - Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System I Water Heating System 2 1ST FLOOR PLAN Conditioned WHOLE HOUSE1 1193.5 9 DHW Sys 1 n/a 2ND FLOOR PLAN Conditioned WHOLE HOUSE1 1150 9 DHW Sys 1 n/a OPAQUE SURFACES 01 02 03 . 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) NORTHWEST WALL 1ST FLOOR PLAN R-15 Wall 315 Back 279 12 90 SOUTHEAST WALL 1ST FLOOR PLAN R-15 Wall 135 Front 279 0 90 SOUTHWEST WALL 1ST FLOOR PLAN R-15 Wall 225 Left 346.5 33.9 90 NORTHEAST WALL 1ST FLOOR PLAN R-15 Wall - 45 Right 346.5 92.4 90 R-30 Roof 1ST FLOOR PLAN .•. R-30 Roof Attic .. ._n/a n/a 44 h/a n/a NORTHWEST WALL 2 2ND FLOOR PLAN R-15 Wall 315 Back 279 16.5 90 SOUTHEAST WALL 2 2ND FLOOR PLAN R-15 Wall 135 Front 279 80.4 90 SOUTHWEST WALL 2 2ND FLOOR PLAN R-15 Wall 225 Left 346.5 19.8 90 NORTHEAST WALL 2 2ND FLOOR PLAN R-15 Wall 45 Right 346.5 31 90 ROOF 2ND FLOOR PLAN R-30 Roof Attic n/a n/a 93.8 n/a n/a Interior Surface 2ND FLOOR PLAN>>1ST FLOOR PLAN R-19 Floor W/O Crawispace n/a n/a 1150 n/a n/a OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 Name Zone Type Orientation Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Reflectance Roof Emittance Cool Roof VAULTED ROOF 2ND FLOOR PLAN R-30 Roof Cathedral - specify - 1056.2 0 4 0.1 0.85 - No - Registration Number: 418-P010055027A-000-000-000000q-0000 Registration Date/Time: 07/30/2018 11:00 CA Building Energy Efficiency Standards -2016 Residential ompliance Report Version - CF1R-06212018-1016 SP2 HERS Provider: CHEERS Report Generated at: 2018-07- 0 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFIR-PRF-01 Project Name: SINGLE HOUSE I Calculation Date/Time: 10:58, Mon, Jul 30, 2018 Page 4 of 8 Calculation DescriItion: Title 24 Analysis Input File Name: A18-2632.ribdl6x ATTIC 01 02 03 04 05 jog 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic 1ST FLOOR PLAN Attic RoofiST FLOOR PLAN Ventilated 4 0.1 0.85 Yes No Attic 2ND FLOOR PLAN JAttic Roof2ND FLOOR PLAN Ventilated 4 0.1 0.85 Yes No FENESTRATION I GLAZING 01 I 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multiplier Area (ft2) U-factor SHGC Exterior Shading WINDOWS Window NORTHWEST WALL (Back-315) --- -- 1 12.0 0.32 0.25 Insect Screen (default) WINDOWS 2 Window SOUTHWEST WALL (1eft-45)i\j ) )--- -- 1 33.9 0.32 0.25 Insect Screen (default) WINDOWS 3 Window NORTHEAST WALL (Right-45);;e'\ --- 1 92.4 0.32 0.25 Insect Screen (default) WINDOWS 4 Window NORTILIWEST WALL 2 (Back-315).L J--_ --- 1 16.5 0.32 0.25 Insect Screen (default) WINDOWS 5 Window SOUTHEAST WALL 2 (Front-135) J -- -- 1 80.4 0.32 0.25 Insect Screen (default) WINDOWS 6 Window SOUT-4WEST WALL 2(Left-225) ',---- --- 1 19.8 0.32 0.25 Insect Screen (default) WINDOWS 7 Window NORTHEAST WALL 2 (Right-45) . -- 1 31.0 0.32 0.25 1 Insect Screen (default) CFEERS Registration Number: 18-P010055027A-000-000-0000000-0000 Registr; ition Date/Time: 07/30/2018 11:00 HERS Provider: CHEERS CA Building Energy Efficiency Standards - 2016 Residential CompIince Report 'Version - CF1R-06212018-1016 SP2 Report Generated at: 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL Project Name: SINGLE HOUSE I Calculation Description: Title 24 Analysist PERFORMANCE COMPLIANCE METHOD Calculation Date/Time: 10:58, Mon, Input File Name: A18-2632.ribdl6x Jul 30, 2018 CFI R-PRF-01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 - 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-factor Asseçnbly Layers Cavity/ Frame: nq insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss © 24 Roof Deck: WoodSidingIsheathing/decking Attic Roof1ST FLOOR PLAN Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Ceilings (below Cavity / Frame: R9. I / 2x4 R-30 Roof Attic attic) I Wood Framed Ceiling 2x4 © 24 in. O.C. - R 30 0.032 Over Ceiling Joists: R-20.9 insul. Inside Finish: Gypsum Board Cavity/Frame: R15/2x4 R-15 Wall Exterior Walls Wood Framed Wall 2x4 © 16 in. O.C. R 15 0.095 Exterior Finish: 3 Coat Stucco / Cavity/ Frame: n6 insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss © 24 Roof Deck: Wood Siding/sheathing/decking Attic Root2ND FLOOR PLAN Attic Roofs Wood Framed Ceiling . in76.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) - Inside Finish: Gypsum Board Cavity/Frame: R-30/2x12 Roof Deck: Wood Siding/sheathing/decking R-30 Roof Cathedral Cathedral Ceilings Wood Framed Ceiling 2x12 © 16 in. O.C. R 30 0.036 Roofing: Light Roof (Asphalt Shingle) Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking - R..19 in 5-1/2 in. Cavity/Frame: R-19 in 5-1/2 in. (R-1B)/2x6 R 19 Floor W/O Crawlspace Interior Floors Wood Framed Floor 2x6 @ 16 in 0 C L cavity (R-1 8) 0.049 Ceiling Below Finish Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insut. R-value & Depth Carpeted Fraction Heated Covered Slab 1ST FLOOR PLAN 1193.5 139 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required nla WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type J Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard j DHW Heater 1 (2) 2 Registration Number 418-P010055027A-000-000-0000000-0000 Registration Date/Time: 07/30/2018 11:00 HERS Provider: CHEERS CA Building Energy Efficiency Standards -2016 Fesidential Compliance Report Version - CF1R-06212018 1016 SP2 Report Generated a : 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: SINGLE HOUSE Calculation Date/Time: 10:58, Man, Jul 30, 2018 Calculation Description: Title 24 Analysis Input File Name: A18-2632ribd16x1 CFI R-PRF-01 Page 6 of ?8 WATER HEATERS I I i 01' 02 03 04 05 06 07 08 09 10 1 11 12 Input Rating I Tank Stndby Heater Tank Uniform Energy Pilot I Insulation Loss / First Hour NEEA Heat Pump Tank Location Element Number Volume Factor! Energy Thermal R-value Recovery Rating I Brand I Model / or Ambient me Type Tank Type of Units (gal) Factor! Efficiency Efficiency (lnUExt) Eff Flow Rate Other Condition NHeater 011W 1 Gas Small 2 0.500000 0.95 EF 199,000 Btu/hr R-0/R-0 In/a n/a n/a n/a Instantaneous SPACE CONDITIONING SYSTEMS 01 I 02 I 03 04 05 06 SC Sys Name System Type Heating Unit Name j Cooling Unit Name Fan Name Distribution Name Other Heatingand Cooling I WHOLE HOUSE1 System I Heating Component 1 I I Cooling Component 1 1 HVAC Fan 1 Air Distribution System I ''.' c' I HVAC - HEATING UNIT TYPES LN 01 03 04 Name SystencT9/ Number of Units Efficiency Heating Component 1 1 . CntrlFurnce 1 94.7 AFUE HVAC - COOLING UNIT TYPES 01 02 1p 03 g j04-05 07 08 Name System Type I Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification Cooling Component 1 SpIirCond 1 12 14.5 Not Zonal Single Speed Cooling Component 1-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow1 Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1-hers-cool Required 1 350 Required . Required - Required Registration Number. 418-P010055027A-000-000-0000000-0000 Registration Date/Time: 07/30/2018 11:00 HERS Provider: CHEERS CA Building nergy Efficiency Standards - 2016 Residential Compliance Report Version - CF R-06212018-1016 SP2 Report Generated at: 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: SINGLE HOUSE j Calculation Date/Time: 10:58, Mon, Jul 30, 2018 Calculation Description: Title 21 Analysis Input File Name: A18-2632.ribdl6x CFI R-PRF-01 Page 7 of 8 HVAC - DISTRIBUTION SYSTEMS1 01 02 03 04 05 06 07 08 09 10 Duct Insulation R-value Duct Location Duct Surface Area Name Type Supply Return SupIy I Return Supply Return Bypass Duct HERS Verification Air Distribution DuJInl 6 I 6 Condi oned I Conditioned Air Distribution System 1 I Zone Zone n/a n/a None System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target I%) Verified Duct Location Verified Duct Design Buried Ducts De!ply Buried iDucts Low-leakage Air Handier Air Distribution System 1-hers-dist Required 5.0 Required Required Not Required Not Required n/a HVAC -FAN SYSTEMS - 01 02 \ 03 04 Name Type . Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1-hers-fan HVAC FAN SYSTEMS - HERS VERIFICATION - - - 01 02 '- 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1-hers-fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts!CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 61 0.25 Default 0 Required Registration Number. 418-P0100550 7A-000-000-0000000-0000 CA Building Energy Efficiency Standa)ds - 2016 Residential Compliance Registration Date/Time: 07/30/2018 11:00 Report Version - CF1F -06212018-1016 SP2 HERS P/ovider: CHEERS Report Generated at: 2018-07-30 10:59:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: SINGLE HOUSE I I Calculation Date/Time: 1p:58. Mon. Jul 30, 2018 Calculation Description: Title 24 Analysis Input File Name: A18-2632.ribdl6x CF11 R-PRF-01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is ?ccurate_and complete. ocumentation Author Name: Documentation Author Signature: MENQ Zhong INRaymond mo'Zh1,v% , c Company: Signature Date: . rerfect Design 07/30/2018 0 0. m-27635 M Address: CENHERS Certification Identification (If appli . I' 416 W. Valley Boulevard "> CHAø"ç City/State/Zip: I Phone: OF C'S Alhambra, CA 91803 626-289-8808 RESPONSIBLE PERSON'S DECLARATION STATEMENT certify the following under penalty of perjury, under the laws of theState of California: \j /I) I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. I certify that the energy features and performance specifications identified on thisCertificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. . identified . . . . . information The building design features or system design features identified on this Certificate of, Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitteJ to the enforcement agen forIppval with this building permit application. Responsible Designer Name: . .-" Responsible Desioner Signature: Company: Date Signed: Address: License: City/State/Zip: J Phone: Registration Date/Time: 07/30/2018 11:00 Report Version - CF R-06212018-1016 SP2 legistration Number 418-P010055027 CA Building Energy Efficiency Standarth HERS Provider: CHEERS Report Generated at: 2018-07-30 0:59:09 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name SINGLE HOUSE Building Type 0 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 713012018 Project Address 2736 ARLAND ROAD CARLSBAD California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,344 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft-2) Special Features Status Roof Wood Framed Attic R 30 138 New Wall Wood Framed R 15 2,216 New Slab Unheated Slab-on-Grade - no insulation 1,194 Perim = 139' New Roof Wood Framed Rafter R 30 1,056 New Demising Wood Framed w/o Crawl Space R 19 1,150 New FENESTRATION I Total Area: Orientation Area(ft2) LJ-Fac 2861 Glazing Percentage: 12.2% J New/Altered Average U-Factor: 0.32 SHGC Overhang Sidefins Exterior Shades Status Rear (NW) 28.5 0.320 0.25 none none Bug Screen New Left (SW) 53.7 0.320 0.25 none none Bug Screen New Right (NE) 123.4 0.320 0.25 none none Bug Screen New Front (SE) 80.4 0.320 0.25 none none Bug Screen New 2016 Low-Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the ' 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy :5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced air systems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHR.AE Standard 62.2. Neither window operation nor §150.0(o): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole-building ventilation. 150 0'o)lk Field Verification and Diagnostic Testing. Whole-building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Ceitification.by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a therrnat-efflciency- 110.4(a):that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. 110.4(b)l:' Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. 110.4(b)3: ' ' Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand penods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements . of110.9. 110.9(e): JA8 High Efficacy Light Sources. To qualify as a JAB high efficacy light source for compliance with § 150.0(k), a residential light source must '" be certified to the Energy Commission according to Reference Joint Appendix JAB. § 150.0(k)1 A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1B:other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor controI or fãiñ Rol T Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016.E light source rated for elevated temperature must be installed by final inspection in all recessed downlight luminaires in ceilings. 150.0(k)ID: Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. 150 0'k'1 . ___Lighiig Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods)... - 1 ' must meet the applicable requirements of § 150.0(k).' Screw based luminaires. Screw based luminaires must not be recessed downhight luminaires in ceilings and must contain lamps that comply § 150.0(k)1 G: with Reference Joint Appendix JAB. Installed lamps must be marked with JA8-2016 or 'JA8-2016-E as specified in Reference Joint Appendix JAB.* § 150.0(k)1H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JAB compliant and must be marked with 'JA8-2016-E.' § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems.' • 150 0'k'2c Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. .i50.0(0:_JnteriorSwitches.and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions.-- - 150 o'k'2E Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150.0(k)2. 150.0(k)21:'' Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 2016 Low-Rise Residential Mandatory Measures Summary 150.0(k)2J: §be Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must controlled by a vacancy sensor. 150.0(k)2K: ''Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JA8, except luminaires in closets less than 70 square feet and luminaires in hallways.' - j1500(k)2L--lnterior Switch es-and Controls:Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other 150.0(k)3A:buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS). Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)38: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150,0(k)3A or with the applicable requirements in § 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150 0'k'3c• Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)3B or § 150.0(k)30 must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. 150 O1k'3D Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. O1k4 Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of / • power as determined according to § 130.0(c). 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in § 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-nse multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi-Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must 15O.0(k)6B:—i-Complywith-theapplisable requirements in §§ 110.9,130.0,-130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise Multi-family Buildings. Low-rise multi-family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110. 10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' ..1.10.10(b)2: _Orientation. All sections of the.solar, zone located.on.steep.sloped roofs mustbeonented between.110 degrees and-270 degrees of•true north.-. - 110 10'b'3A• Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.' —Sh-adr~-g.-A-nF6b-st~dc-bbn-16ait6d _dfft~e roof or any other part of the building that projects above a solar zone must be located at least § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane.' 1 10 10'4• Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): muting of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water-heating system. 110 10'd' Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) must be provided to the occupant. § 110. 10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as For Future Solar Electric. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name SINGLE HOUSE Date 7/30/2018 System Name WHOLE HOUSE Floor Area 2,344 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation [ SupplyFan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 581 0 J COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per system 80,000 14,356 1.587 457 18,190 Total Output (Btuh) 80,000 0 Output (Btuhlsgft) 34.1 144 199 Cooling System 0 0 Output per System 57,000 0 01 0 0 Total Output (Btuh) 57,000 0 144 14,643 1,5871 - 0 Total Output (Tons) 4.8 199 Total Output (Btuhlsgft) 24.3 Total Output (sgft/Ton) 493.4 18,587 Air System CFM per System 1,975 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,975 CARRIER 24ABC6614J58MVC8020 (5 TON) 46,401 9,663 80,000 Airflow (cfmlsgft) 0.84 Airflow (cfmlTon) 415.8 Outside Air (%) 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 46.401 9,663 80,000 Jan 1 AM Outside Air (cfmlsgft) o.00 Note: values above given at ARI conditions Aug 3 PMJ HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34°F 68°F Outside Air - 0 cfm Supply Fan 1,975 cfm 68°F '0 68°F 105°F Heating Coil 4 1iI! V 4, 105°F ROOM &I 68°F I COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F 78/62°F 78/62°F 55/54°F Outside Air -4 V- 0 ctm Supply Fan Cooling Coil 1,975 cfm - - -. 78/62°F F- 41.3% ROOM 78/62°F EnergyPro 7.2 by EnergySoft User Number 1919 ID: A 18-2632 Page 16 of 22 ZONELOAD IiSUMMARY Project I 1&.IIi1 System Name I!1.(•Jl4(iJFf ZONE LOAD SUMMARY ZONAL SYSTEM -MEMO I.1I[eIJJ. _- ______-__ _ _- _________ _______ _______-___ _________ _______- - - _ I:J.I.f.71s) 1EJI7F1 'ROOMWADSUMMARY Project Name Date SINGLE HOUSE 7/30/2018 System Name Floor Area WHOLE HOUSE 2,344 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG, PEAK Zone Name Room Name Mutt. CFM Sensible Latent CFM Sensible Latent CFM Sensible 1ST FLOOR PLAN 1ST FLOOR PLAN 1 290 7,166 685 290 7,166 685 255 10,158 2ND FLOOR PLAN 2ND FLOOR PLAN 1 1 2911 7,190 902 291 7,190 902 202 8,032 PAGE TOTAL TOTAL * 581 14,356 1,5871 4571 18, 190 581 14,356 1,5871 4.571 18,19 'Total includes ventilation load for zonal systems. I EnemvPro 7.2 by EnerovSoft User Number: 1919 ID: A 18.2632 Pace 18 of 22 ROOM HEATING PEAK LOADS Project Name SINGLE HOUSE 7 Date 713012018 ROOM INFORMATION DESIGN CONDITIONS Room Name 1ST FLOOR PLAN Floor Area 1,193.50 ft2 Indoor Dry Bulb Temperature 68 °F Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value - 44.0 X 0.0310 1,112.7 X 0.0950 138.3 x 0.3200 perim = 139.0 x 0.7300 x x x x x x x x x x x x x x x x x x x x• x x x x x x _____ x through an interior surface to another room x 1,1941 xj 9.001 xl 0.2381 Area Ceiling Height ACH X X x x x x x x x x x x x x x x x x x x x x x x x x x x x x x AT °F Btu/hr 34 = -________46* 34 = 3.594 34 = 1,505 34 = 3,450 Page Total 8,595 /60] xj AT R-30 Roof-Attic— --- - R- 15 Wall Double Non Metal Clear (6) Slab-On-Grade Items shown with an asterisk () denote conduction Infiltration:[ I 1.001 xl 1.078j Schedule Air Sensible Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 10,158 EnergyPro 7.2 by EnorgySoft User Number: 1919 ID: A 18-2632 Page 19 of 22 ROOM HEATING PEAK LOADS Project Name Date SINGLE HOUSE 713012018 ROOMINFcRMATION DESIGN CONDITIONS Room Name 2ND FLOOR PLAN Time of Peak Jan 177 Floor Area 1,150.00 ft' Outdoor Dry Bulb Temperature 34 OF Indoor Dry Bulb Temperature 68 °F Conduction Area U-Value AT *F Btu/hr X 0.0350 X R30 Roof Cathedral 1056.2 34 = 1.257 0.0950 R-15 Wall 1,103.3 X X 34 = 3.564 0.3200 Double Non Metal Clear (6) 147.7 x x 34 = 1,607 0.0490 'R-19 Floor W/O Craw/space 1,150.0 X X 0 - 0 0.0310 R-30 Roof Attic 93.8 x x 34 = 99 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x _____________ x x - _.x_ x x x x x x x x x x x x x x x Items shown with an asterisk () denote conduction through an interior surface to another room Page Total 6,526 Infiltration:[ I 1.001 xl 1.0781 xl 1,150J xl 9.00j xl 0.2381 /60] xl 1,506 Schedule Air Sensible Area Fraction Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 8,032 E.nergyPro7.2 byEnergySoft User Number: 1919 ID: A 18-2632 Page 20 of 22 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date SINGLE HOUSE 7/30/2018 ROOM INFORMATION DESIGN CONDITIONS Room Name 1ST FLOOR PLAN Outdoor Dry Bulb Temperature 83 OF Floor Area 1,193.50 ft2 Outdoor Wet Bulb Temperature 68 OF Indoor Dry Bulb Temperature 78 IF1 Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area UFactor CLTD1 Btulhr R-30 Roof Attic (N) 44.0 X 0.0310 X 42.0 = 57 R-15 Wall (NW) 267.0 X 0.0950 X R-15 Well (SE) 279.0 x 0.0950 x 16.0 = - R-15 Wall - ---- (SW) 312.6 x 0.0950 x 15.2 = 1338 16.0 = R-15 Wall (NE) 254.1 X 0.0950 X 14.0 = x x x x x x x x Page Total 1,681 Items shown with an asterisk () denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr WINDOWS (NW) 0.0 x 9.8 + 12.0 X 17.9 = 214 WINDOWS (SW) 0.0 X 9.8 + 33.9 X 16.5 = 560 WINDOWS (NE) 0.0 X 9.8 + 92.4 X 17.9 = 1,652 x + x x + x x + x x + x x + x x ____ + x Page Total 2,42 Internal Gain Btu/hr Occupants L3.6 Occupants X 245 Btuh/occ. = 877 Equipment 1 1,194 Floor Area X 0.50 wlsqft = 2,037 Infiltration: I 1.078j X I x I 49.231 X F I = 145 Air Sensible CFM ELA TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,166 Latent Gain Btu/hr- Occupants I. Occupants X 1551 Btuh/occ. Infiltration: I 4834J X I 0551 X 49.23J x I 0.001001 = 130 Air Latent CFM ELA TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 914 EnergyPro 7.2 by EnergySoft User Number: 1919 ID: A 18-2632 Page 21 of 22 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date SINGLE HOUSE 7/30/2018 ROOM INFORMATION DESIGN CONDITIONS Room Name 2ND FLOOR PLAN Outdoor Dry Bulb Temperature 83 OF Floor Area -- - - - 1,150.00 ft2 Outdoor Wet Bulb Temperature - -68 OF Indoor Dry Bulb Temperature 78 0F1 Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-30 Roof Cathedral (N) 1,056.2 X 0.0350 X 42.0 = 1,553 R-15 Wail (NW) 262.5 X 0.0950 X 15.2 = 380 R-15 Wall (SE) 198.6 x 0.0950 X 16.0 = 302 R-15 Wall (SW) 326.7 X 0.0950 x 16.0 = 497 R-15 Wail (NE) 315.5 X 0.0950 X 14.0 = 420 R- 19 Floor W/O Craw/space 1,150.0 X 0.0490 X 0.0 = 0 R-30 Roof Attic (N) 93.8 X 0.0310 X 42.0 = 122 x x x x Page Total 3,273 Items shown with an asterisk () denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration - Orientation Area GLF Area GLF Btu/hr WINDOWS (NW) 0.0 x 9.8 + 16.5 X 17.9 = 295 WINDOWS (SE) 0.0 X 9.8 + 80.4 X 16.5 = 1,329 WINDOWS (SW) 0.0 x 9.8 + 19.8 X 16.5 = 327 WINDOWS (NE) 0.0 x 9.8 + 31.0 x 17.9 = 554 x + x x + x x + x x + x x + x L Page Total 2,50 Internal Gain Btu/hr Occupants j35 Occupants X 255 Btuh/occ. = 881 Equipment [_o Floor Area X 0.10 w/sqft = 392 Infiltration: I 1.078 x [ °•I x j 47.43J x I = 139 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,190 Latent Gain Btu/hr Occupants I 3.5 I Occupants X 2251 Btuh/occ. = 777 Infiltration: I 4,8341 x I 0.55I x I 47.43j x I o.00iooj = 125 Air Latent CFM ELA TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,469 EnergyPro 7.2 by EnergySoft User Number: 1919 ID: A 18-2632 Page 22 of 22 m H3 Series The ff3 is well suited for residential/ commercial applications such as small restaurants and beauty salons. Complies with Ultra-Low NOx regulations. Utilizing commercial-grade copper alloy for the -- - - heat exchangertubing,-theH3 1sä1sö suitable for heavier residential usages such as combination space heating and domestic recirculation systems. Remote control included as a standard feature. Indoor models are certified up to 10,100 ft. altitude. Dimensions - Thc lat exchanger drum and fl utthzes commercial, grav-ccpper fur . !'. .SA the heat etchargpr t0ing, Provicles 1 - 'ar'j ,) ttn cpvons '-• c,.tJcc; and dn'ct rent. (oTpes - ra RLe 11 6 2 e'd other &r qLaIrf .;ernr .strcts .*. th . •. WV Jar Err ss#ci rerrr?nts o 14r.'Jc-2O PP Eas-Lr Sjsem . Capte uj to Llr:Ts. System c3te up to 29 LJP!tS . c. ......... ......................................... - . .. . .. .. . . . '.--- rN - !tN ...------ - - - ---.'-. .-.-.- N 1,- * r -- - - - I !flr:ct I.c.t Ovc: tLtn I— .-' / -_i \ \• . - - - n to the exper t p rociücibata ('-7 --1&) Pirron.. h Carrier's Air Conditio n e r s i t h Puron® refrigerant provide a collection of features u n m a t c h e d b y a n y o t h e r f a m i l y o f equipment. The 24ABC h a s b e e n d e s i g n e d u t i l i z i n g C a r r i e r ' s Puron refrigerant. The en v i r o n m e n t a l l y s o u n d r e f r i g e r a n t a l l o w s you to make a responsibl e d e c i s i o n i n t h e p r o t e c t i o n o f t h e e a r t h ' s ozone layer. As an Energy Star® Part n e r , C a r r i e r C o r p o r a t i o n h a s d e t e r m i n e d that this product meets the E n e r g y S t a r ® g u i d e l i n e s f o r e n e r g y efficiency. Refer to the co m b i n a t i o n r a t i n g s i n t h e P r o d u c t D a t a for system combinations t h a t m e e t E n e r g y S t a r ® g u i d e l i n e s . NOTE: Ratings contàiied in this document are subject to change at any time. Always refer to the A H R I d i r e c t o r y (www.ahridirectorv.org ) for the most up-to- d a t e r a t i n g s information. INDUSTRY LEADIN G FEATURES I BENEFITS Efficiency 14 - 16.5 SEER/11.0- 13.5 EER Microtube Technology" r e f r i g e r a t i o n s y s t e m indoor air quality accessori e s a v a i l a b l e Sound Sound level as low as 76 dBA Sound level as low as 7 4 d B A w i t h a c c e s s o r y s o u n d blanket Comfort System supports Edge.® T h e n i r i d i s t a t " o r s t a n d a r d thermostat controls Reliability - Puron0 refrigerant - environmentally sound , w o n ' t deplete the ozone layer a n d l o w l i f e t i m e s e r v c e c o s t . Scroll compressor Internal pressure relief val v e internal thermal overload - -- Filter drier Balanced refrigeration syst e m f o r m a x i m u m r e l i a b i l i t y Durability WeatherArmor" protection p a c k a g e : Solid, durable sheet meta l c o n s t r u c t i o n Dense wire coil guard stan d a r d o Baked-on, complete out e r c o v e r a g e , p o w d e r p a i n t Applications Long-line - up to 250 feet (76.20 in) total equivalent length, up to 200 feet ( 6 0 . 9 6 m ) c o n d e n s e r a b o v e evaporator, or up to 80 f t . ( 2 4 . 3 8 m ) e v a p o r a t o r a b o v e condenser (See Longline G u i d e f o r m o r e i n f o r m a t i o n . ) 8 Low ambient (dow n t o - 2 0 ' F / - 2 8 . 9 C ) ) w i t h accessory kit MODEL NUMBER NOMENCLATURE 1 2 3 4 5 6 7 8 9 10 11 12 13 N N A A ?N N N N A/N A/N A N N N 2 4 A B C 6 3 6 A 0 0 3 0 Product Product Major Cooling Grtie --Series-Faiil7__T'_ series SEER Capacity Variations O p e n O p e n V o l t a g e S e r i e s 24=AC A=RES AC B=5ase C=Puron 6=16 SEER W A= Standard Defined et 3208'2301 Original ined Series ISO e001:2000 Pu'ron,__- u _ UseoftheAHRlCerted 0 TM ®i. us Mark indicates a manufacturer's The rrojct hen been dengn.d and rnarrdaciie•d n participation in the ii•=t Energy Siar enlace or energy etic.ncy w.o 'r ,narci.td with apsropree ccii components. Hcaawr program For verification yroaor r.I..gerwa charge and proper en flow an. cr.ncai of certification for Individual enliiev. rated capacity and ait,o.ancy. Instairi' ct roducts to this Fro&jcl choi.id felice all marv.dactUring refrigerant engeg and air how i tumors. Failure to aanit,m www.ahndwectory.org. proper ahaig. and at, do,, my r.duce energyaftialancy and Marten .quipm.nt kI. STANDARD FEATURES Feature 18 24 1 30 1 36 1 42 48/49 60/61 Puron Refrigerant X X X X j X X X Maximum SEER * 16.0 16.0 16.5 16.5 16.0 16.0 16.0 Scroll Compressor X X X X fX X X tField Installed Filter Drier X X X J X X X X Front Seating Service Valves X X X ] X x - x x x Internal Pressure Relief Valve X X x 1 x x x Internal Thermal Overload X X X X X X X Long Line capability X X X X J Xi-[-x X X Low Ambient capability with Kit X X X X X X X [Dense Grille X x x x x [ x x * With approved combinations = Standard PHYSICAL DATA UNIT SIZE -VOLTAGE,SERIES 18-31 24-30 30-30 38-30 42-30 - 48-31 49-30 --60-33 -61-30 ____ Operating Weight lb (kg) --125. (567) - 147 (66.5) 1 (69.3) 165 (74.8) 213 (96.4) 264 (119.7) 231 (104.8) 272 (123.4) 272 (123.4) Shipping Weight lb (kg) 154 (69.9) 183 (82.8) 188 (85.2) 204 (92.5) 254 (115.2) 317 (143.8) 269 (222.0) 310 (140.6) 310 (140.6) Compressor 1rp. Scroll REFRIGERANT--- - - Puron® (R-410A) - Control TXV (Puronl Hard Shutoff) - . Charge lb (kg) 4.60 (2.09) 6.00 - (2.72) 6.81 (3.09) 7.00 (3.18) 8.62 (3.91) 13.0 (5.90) 9.00 14.50 (4.08) (6.58) 14.50 (6.58) (COND FAN Propeller Type, Direct Drive Air Discharge Vertical Vertical Air Qty (CFM) 1881 2614 2614 3223 3810 4046 4046 4046 4046 Motor HP 1/12 1/10 1/10 1/12 1/5 1/4 I 1/4 1/4 1/4 Motor RPM - 1100 1100 1100 800 800 800 f 800. 800 800 COND COIL Face Area (Sq ft) 11.50 15.10 L 17.20 17.60 25,15 25,15 25.15 30.15 30.15 Fins per In. 25 25 L 25 25 25 20 20 I 20 20 Rows 1 1 1 1 1 2 1 2 2 Circuits 3 4 T 4 4 6 7 7 8 8 [VALVE CONNECT. In. ID) - Vapor I 3/4 I 3/4 ' 3/4 7/8 7/8 7/8 7/8 7/8 f 7/8 Liquid - - 3/8 3/8 3/8 318 3/8 3/8 REFRIGERANT TUBES (In. 00) L Rated Vapors 3/4 7/8 [ 1-1/8 Max Liquid Line f . 3/8 I'll ..cc.ro....ry uo (auto nation U40If3 jitter aizes enu !cifl9iflS of tinesel. Not.: See unit fnstallaliort Instruction for proper installation. t See Liquid Line Sizing Fo, Cooling Only Systems with Puron Refrigerant tables. -- - - 2 COMBINATION RATINGS 41 AHRI Ret. No. Model Number Indoor Model Furnace Model Capacity EER SEER 3831134 24A8C660A"30 CNPH*6024A* 58ME(B,C)120-20 54,500 13.0 16.0 3631610 . 24ABC660A*30 CNPH*6024A* 58PH090-16 54.000 12.5 15.3 3631662 24A8C660A'30 CNPH*6024A** 58PH*l 10-20 54,000 12.5 15.5 3631690 24A8C660A**30 CNPH*6024A** 58PH135-20 54.000 12.5 15.5 3631696 24ABC660A**30 CNPH*6024A** 58V1R120-20 54,000 12.5 15.2 3631922 24ABC660A**30 CNPH6024A"+T0R 55,000 12.5 14.5 3630665 24A8C660A**30 CNPH*6124A** 58CV(A,X)110-20 54.000 12.5 15.2 3830716 24ABC660A**30 CNPH*6124A** 58CV(AX)135-22 54,500 13.0 -16.0 3630767 24ABC660A**30 CNPH6124A** 58CV(A,X)155-22 54,500 ---1&0--MO 3631108 24ABC660A**30 CNPW6124A 58ME(B,C)100-20 54,000 13.0 16.0 3631612 24A6C660A**30 CNPH*6124A 58PH090-16 54,000 12.5 15.5 3631664 24A00660A**30 CNPH*6124A** 58PH110-20 55.000 13.0 16.0 3631692 24A8C660A**30 CNPH*6124A** 58PH*135.20 54,000 13.0 16,0 3631924 24A6C660A**30 CNPH*6124A**+TDR 55000 12.5 15.0 3630662 24A8C660A**30 CNPV6024A** 58CV(A.X) 110-20 54,000 12.5 15.2 3630713 24A8C660A"30 CNPV*6024A** 58CV(A,X)135-22 54.000 13.0 16,0 3630764 24A8C660A**30 CNPV*6024A** 58CV(A,X)155-22 54,500 13.0 16.0 3631105 24A8C660A**30 CNPV6024A** 58ME(B,C)100-20 54,000 12.5 -15,5- 3631133 24ABC660A**30 CNPV*6024A** 58ME(B,C)120-20 54,000 13.0 16.0 - _3831609 - 24ABC660A**30 CNPV*6024A* 58PH*090_16 54,000 12.5 15.3 3631661 24ABC660A**30 CNPV*6024A** 58PH110-20 54,000 13.0 15.5 3631689 24ABC660A'30 CNPV*6024A** 58PW135-20 54,000 12.5 15.5 3631695 24A8C660A**30 CNPV*6024A** 58VLR120-20 54.000 12.5 15.2 3631921 24A8C660A**30 CNPV*6024A**+TOR 55,000 12.5 14.5 3630659 ' 24ABC660A"30 CNPV*6124A** 58CV(A,X)110..26 55,000 13.0 16.0 3630710 24A8C660A"30 CNPV*6124A** 58CV(A,X)135-22 55,000 13.0 16,0 3630781 24ABC660A**30 CNPV*6124A** 58CV(A.X)155-22 55,500 13.0 16.0 3631102 24A8C660A30 CNPV*6124A* 58ME(8,C)100-20 55,000 13.0 16.0 3631130 24ABC660A**30 CNPV*6124A** 58ME(8,C)120-20 55,000 13.0 16.0 3631427 24ABC660A**30 CNPV*6124A** 58MV(8,C)120-20 55,000 12.5 15.5 3631606 24ABC660A**30 CNPV*6124A** 58P11090-16 55,000 13.0 16.0 3631658 24ABC660A**30 CNPV*6124A** 58PH110-20 55,000 13.0 16.0 3631686 24A8C660A 120 CNPV*6124A** 58PH135-20 55,000 13.0 16.0 3632218 24A8C660A**30 CNPV*6124A** 58UV8120-20 55,000 12.5 15.5 3631693 24ABC660A**30 CNPV*6124A 58V1R120-20 55,000 12.5 15.2 3631698 24ABC660A**30 CNPV*6124A** 58VMR120-20 55,000 12.5 15.0 3630664 24A8C660A*30 CSPH*6012A** 58CV(A.X)110-20 54,000 12.5 15.5 3630715 24ABC660A**30 CSPH*6012A* 58CV(A,X)135-22 54,500 13.0 16.0 3630766 24ABC660A**30 CSPH*6012A 58CV(A,X)155-22 55,000 13.0 16.0 3631057 24A8C660A"30 CSPH*6012A** 58ME(6,C)080-16 54,000 12.5 15.2 3631107 24A6C660A'30 CSPH*6012A** SBME(8,C)100-20 54,000 13.0 16.0 3831135 24ABC660A**30 CSPH*6012A** 58ME(8,C)120-20 54.500 . ......_13.0 - 3631428 24ABC660A**30,- -- CSPH6012A SBMV(B,C) 120-20 54.000 12.5 15.2 3631611 24A8C660A**30 CSPH*6012A 68PH'090-16 54,000 12.5 15.5 3631663 24ABC660A**30 CSPH*6012A** 58PH*110_20 55,000 13.0 16.0 3631691 24A8C650A**30 CSPH*6012A** 58PH'135-20 54.500 13.0 16.0 1 3631697 24A8C660A*30 CSPH*6012A** 58V1R120-20 54,000 12.5 15.2 3631923 24ABC660A30 CSPH*6012A*+TOR_ -- -- - - 55,000 12.5 14.5 -3804.415- _24A8C660A**30 F84CNF060 54,000 13.0 15.0 3631719 24ABC660A**30 FE4AN8006+UI 55,000 13.0 16.0 3631799 24ABC660A**30 FV4BNBOO6 55,000 .13.0 16.0 3631815 24A8C660A"30 FV4CNBOO6 55,000 13.0 16.0 3631856 24ABC660A**30 FX4CN(8,F)060 55,000 13.0 16.0 3632308 24A8C660A**30 FX4DN(B,F)061 - 55.800 13.5 16.0 3631886 24A8C660A30 FY4AN8O60 - 55.000 12.0 14.0 3632315 24ABC660A**30 FY58N8060 54,500 12.0 14,0 3838051 24ABC661A**30 tCNPV6124A+TDR 59,500 12.0 14.5 3838053 24A8C661A*30 CAP**6021A** - 58CV(A))110-.20 58.000 12.0 14.5 3838055 24ABC661A**30 **6021A** 58ME(8,C)100-20 57.500 12.5 - 14.5 3838054 24ABC661A**30 CAP**6021A** 58PH110-20 58,000 12.5 14.5 3838052 24A8C661A**30 CAP**6021A**+TDR 58,000 12.0 14.0 3838111 24A8C661A**30 . CAP6024A 58CV(A,X)110-20 58,000 12.5 143- 3838057 24A8C681A'30 CAP**6024A** 58CV(A,X)135-22 58,000 12.5 14.5 3838058 24ASC661A*30 CAP*6024A** 58CV(A,X)155-22 58,000 12.5 14.5 - 3838113 . 24A8C661A**30 CAP**6024A** 58ME(8,C)100-20--. - '58,000 12.5 14.5 383806a.-_-- 24A8C661A**30_ CAP**6024A** 68ME(8,C)I2o-20 58,000 12.5 14.5 3838112 24A8C661A**30 CAP**6024A** 58PH110-20 58,000 12.5 14.5 3838059 24ABC661A**30 - CAP**6024A** 58PH*135_20 58,000 12.5 14.5 3838114 24A8C681A"30 . CAP6024A' 58V1R120-20 58,000 12.0 14.0 - 3838056 7 24A8C661A"30 - - CAP*.5024A**+TDR 59,000 12.0 1 14.0 3838062 24ASC661A30 - CAP**6025A** 58CV(A,X)135-22 58,000 12.5 14.5 3838063 24ABC661A**30 CAP**6025A** 58CV(A,X)155-22 58.000 12.5 14.5 AC5Q69 000 0 IdealComfort. 4dea6iumidiy INFINITY- ICS MODEL 58MV DELUXE 4-WAY MULTIPOISE V A R I A B L E - S P E E D ---- MULTI-STAGE CONDENSING G A S F U R N A C E arrier. Series 100, Input Rates: 60,000 t h r u 1 2 0 , 0 0 0 B t u h Product Data IdealComfort" technology, the ultimate in heating comfort... The Carrier Infinity ' ICS with IdealComfort ' technology achieves the optimum combination of co m f o r t a n d e f f i c e n c y . The Infinity' ICS achieves industry-lead i n g u l t r a — h i g h e f f i c i e n c y - at up to 95 percent Annual Fuel U t i l i z a t i o n E f f i c i e n c y A F U E . Efficient performance is enhanced t h r o u g h t h e v a r i a b l e - s p e e d design. To optimize heating performance, IdealComfort automatically adjusts the heating level, m a x i m i z i n g t h e u s e o f l o w heating levels that produce near sile n t f u r n a c e o p e r a t i o n w h i l e meeting the exact hearing needs. This un i t i s d e s i g n e d t o k e e p t h e - indoor temperature within less tha n 1 d e g r e e o f t h e t h e r m o s t a t serpoint. Because it operates in low h e a t m o s t o f t h e t i m e , t h e Infinity- ICS uses up to 8015'o less power than single-capacity furnaces. In addition to providing ultimate comfort, th e I n f i n i t y " ICS has a sealed combustion system. This syst e m b r i n g s c o m b u s t i o n a i r t o the furnace and vents flue gases outs i d e t h e f u r n a c e i n a s a f e manner. Because it is sealed, operationa l n o i s e i s m i n i m a l . A sealed combustion system also means fewe r c o l d d r a f t s a n d l e s s a i r infiltration. The Infinity ICS is available in 5 heat/airflow combinations. The unit has a 4-way multipoise design and can be installed in u p f l o w , downtlow, or horizontal positions c o v e r i n g u p t o 2 0 d i f f e r e n t applications. The Infinity" ICS c a n b e v e n t e d a s a D i r e c t vein2-pipe furnace or as an optional ve n t i l a t e d c o m b u s t i o n a i r application. The versatile 4-way ntultipoise design in c o n j u n c t i o n w i t h v a r i a b l e speed makes the Infinity" ICS ideal f o r u s e w i t h s p l i t s y s t e m cooling, including 2-speed units. A Carrier Inflnity air purifier, humidifier, comfort ventilator, and Inf i n i t y Z o n e c o n t r o l w i l l provide year round comfort and efficiency . Designed for durability, comfort; and reli a b i l i t y , t h e I n f i n i t y " ICS is the ultimate in versatile, efficient com f o r t , Carrier Infinity System - When the Infinity' ICS variable-speed gas furnace is matched wi t h t h e I n f i n i t y " C o n t r o l (-B release is compatible) and an air co n d i t i o n e r o r h e a t p u m p , t h e homeowner will experience the ultima t e i n l d e a l C o m f o r t " a n d IdealHumidity' through unparalleled co n t r o l of temperature, humidity, indoor air quality, and zoni n g . T h e C a r r i e r I n f i n i t y System also provides unprecedented ease of use through onscreen, text-based service reminders and equipme n t m a l f u n c t i o n a l e r t s . For even greater comfort and convenie n c e , m a t c h t h e i n f i n i t y " ICS furnace with an Infinity air conditio n e r o r h e a t p u m p . T h i s w i l l create a fully communicating system, re q u i r i n g o n l y 4 t h e r m o s t a t wires between system components. In some cases, troubleshooting - can even be done from the outdoor unit wi t h o u t e n t e r i n g t h e h o m e . Optional remote access through teleph o n e o r I n t e r n e t i s a l s o available when combined with a remote co n n e c t i v i t y k i t . BIOLOGICAL RESOURCE TECHNICAL REPORT SINGLE FAMILY HOUSE CONSTRUCTION PROJECT 2736 ARLAND ROAD, CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA Prepare for: Michelle Lin 2732 Arland Road, Carlsbad, CA 92008 rf Prepare By RECEIVED THE LCW GROUP INC 31473 Rancho Viejo Road, Suite 208 San Juan Capistrano, CA 92675 Tel: 949-636-7096 OCT 31 zoi CITY OF CARLSBAD BUILDING DIVISION September, 2009 C,fôR2oi- So3k TABLE OF CONTENTS SECTION 1.0: SUMMARY OF FINDINGS . 3 SECTION 2.0: INTRODUCTION 7 SECTION 3.0: RESULTS AND DISCUSSION 8 2/Page SECTION 1.0: SUMMARY OF FINDINGS Owner of the property proposed to build a two-story single family house with 3-car garage on 20,520 Sq. Ft. of the lot. This property locates in the Urban / Disturbed Zone of "Habitat Management Plan for Natural Communities in The City of Carlsbad". The current used of the property is tropical fruit orchard for years. Obviously neither native plants nor animals can be found on site or in nearby neighborhood. Total seven (7) existing mature trees are found on site, or at adjacent parcels (same owner). Based on the location and species, apparently these existing trees are landscaping trees, NOT native. The Slioppueet - /( Cmtobd M Regal Carlsbad Wit Hosta Shopping / Grove Park MannRd lve at Carlobad 9 Pier Insurance 9 2 \, \ Water:toae Carlsbad 9 \ ,) Amni.1ii>O RN 9 bV The Arbour Apaflment Gibraller Capital ton9 Carls C ' Los Flares Church \ \ 2738 Arland Road Buena Vista Barrel Computers Inc Elementary School 9 rAdd.e9 - The Enclave 14 at Buena Vista Y I Kingdom 1ll of a' \ \ JehovahuWltnesoes A1 141 vii Woman's CAula of Carlsbad 9 Lau Vifias de Carlsbad LePortMonlessoriQ 9 Grna Cole Library • Monroe Street Pool9 ., FIG. 1 —SITE VICINITY MAP 3/Page Gibraltar Cap I E o' a p2738 Aciand Road I z a '4 Way -' Buena Vista Way Buena Vista Way FIG. 2— SITE LOCATION MAP k I \ 9 The Enclave at Buena Vista 4/Page Project Site 2736 Arland Road -I •---;i 0 y-. \low. \ .n TR — .., — .1 =•" ''? 'i.5 °. C:3 ' E 'kdU L 11 L ~~~>\ Legend \ \ AGRICULTURE \ CHAPARRAL \\ ) - COASTAL SAGE SCRUB IACOSTAAV DISTURBED [J EUCALYPTUS WOODLAND EJ GRASSLAND ' MARSH, ESTUARINE, FRESHWATER - OAK WOODLAND 'OLIVENMC4NR ( - OPEN WATER - RIPARIAN SCRUB, WOODLAND, AND FOREST [TI) SOUTHERN MARITIME CHAPARRAL URBAN/DISTURBED Figure 3 N •.. Vegetation Map W-4E 9 City of Carlsbad s Cetd: 1127Q006 gisVprodwlWhmpfrlO.Wfflig3_Vegalationtn_Map FIG. 3— SITE LOCATION ON CITY WIDE VEGETATION MAP 5/Page FIG. 4- AERIAL PHOTO OF THE SITE 6/Page SECTION 2.0: INTRODUCTION 2.1 PROJECT DECRIPTION Legal description: Parcel "C" of Parcel Map No. 20908, Mashou Minor Subdivision No. 08-06 in The City of Carlsbad. APN: # 156-142-56 The development is consisting with a two-story single family house with 3 car garage and covered patio. No existing structures need to be removed or modified for construction. -. -- LI.!I ~! El FIG. 5-PROPOSED SITE PLAN 7/Page SECTION 3.0: RESULTS AND DISCUSSION 2.1 OVERALL VEGETATION The property has been used as tropical fruit orchard for years. None of the native plant community can be found on site or nearby property. Two main groups of vegetation can be found on site: tropical fruit tree and landscaping plants. There is one (1) mature Coast Live Oak in front of the adjacent parcel (APN#156-142-55 / 2740 Arland) which is belonged to the same owner of this property. The Coast Live Oak is part of the landscaping pants and will NOT be impacted by construction, will be protect during construction. Beside the Coast Live Oak Tree, there are six (6) more mature landscaping trees which are on site, on parkway or at adjacent parcel. Refer next section for detail. None of these tress will be impacted by construction neither. : Mir 0 ell . . - or "'v Proposed Location of New 2 Story SFH Building -. Existing Structure Existing Tropical Fruit Trees Orcahrd FIG 6-VEGETATION 8/Page 2.2 EXISTING MATLIRAL TREES No.1 Biotical Name: Jacaranda mimosifolia Common Name: Jacaranda Estimate Height: 20 feet Estimate Canopy Width: 12 feet Trunk Dia.: 20 inches Irrigation: NO Condition and Suggestion: This a heathy multi trunk tree with three main trunks. The tree has been well maintained and pruned with 12 feet of clearance from ground to canopy. There ae some dried minor branches under canopy, recommend remove. FIG. 7-PHOTO OF JACARADA MIMOSIFOLIA 9/Page FIG. 8- LOCATION OF JACARADA MIMOSIFOLIA No.2 Biotical Name: Phoenix dactylifera Common Name: Date Palm Estimate Height: 35 feet Estimate Canopy Width: 15 feet Trunk Dia.: 12 inches Irrigation: NO Condition and Suggestion: Well maintain and healthy. Leaves are pruned regularly. 10 1 P a g e FIG. 9-PHOTO OF PHOENIX OACTYLIFERA /0 \ (i4#49 .1 \/ £, FIG. 10- LOCATION OF PHOENIX OACFYLIFERA 111 P a g e No.3 Biotical Name: Queues agrifolia Common Name: Coast live oak Estimate Height: 20 feet Estimate Canopy Width: 20 feet Trunk Dia.: 18 inches Irrigation: NO Condition and Suggestion: Tree is healthy with no sign of struggle. However there are signs of powdery mildew problem. Recommend remove infected branches and spray. FIG. 11- PHOTO OF QUERCUS AGRIFOLIA 12 1 P a g e FIG. 12- LOCATION OF QUERCUS AGRIFOLIA No.4 Biotical Name: Pinus brutia Common Name: Turkish pine Estimate Height: 40 feet Estimate Canopy Width: 20 feet Trunk Dia.: 24 inches Irrigation: NO Condition and Suggestion: Tree is healthy and well maintained. Due to the nature form and shape of the tree, regular pruning is necessary to prevent falling branches. 13 I P a g e FIG. 13- PHOTO OF PINUS BRIJTIA / FIG. 14- LOCATION OF PINUS BRUTIA 14 I P a g e No.5 Biotical Name: Phoenix dactylifera Common Name: Date Palm Estimate Height: 30 feet Estimate Canopy Width: 15 feet Trunk Dia.: 30 inches Irrigation: NO Condition and Suggestion: Well maintain and healthy. Leaves are pruned regularly. FIG. 15- PHOTO OF PHOENIX DACTYLIFERA 15 I P a g e FIG. 16- LOCATION OF PHOENIX DACTYLIFERA No.6 Biotical Name: Pinus eldarica Common Name: Eldarica Pine Estimate Height: 25 feet Estimate Canopy Width: 10 feet Trunk Dia.: 21 inches Irrigation: NO Condition and Suggestion: This tree is showing sign of stress with broken branches are still hanging. Closed monitoring and immediately pruning is necessary. 16 I P a g e FIG. 17- PHOTO OF PINUS ELOARICA FIG. 18- PHOTO OF PINUS ELDARICA 17/Page No.7 Biotical Name: Pinus eldarica Common Name: Eldarica Pine Estimate Height: 15 feet Estimate Canopy Width: 8 feet Trunk Dia.: 21 inches Irrigation: NO Condition and Suggestion: This tree is good condition, no special maintenance or monitoring is needed. FIG. 19- PHOTO OF PIN US ELDARICA 18 1 P a g e FIG. 20- LOCATION OF PINUS ELOARICA - END OF REPORT - ,. V 19 1 P a g e REcE;vF' (Jity Carlsbad of utry This form must be completed by the City, the applicant, and the and returned to the City prior to issuing a building permit. The City will not issue any building pet toLco,pjetd school fee form. Project No. & Name: Plan Check No.: CBR2018-3034 Project Address: 2736 ARLAND RD Assessor's Parcel No.: 1561425600 Project Applicant: MICHELLE LIN (Owner Name) Residential Square Feet: New/Additions: 1,508 Second Dwelling Unit: CotherciàFSquàriFêëtT New/Additions: City Certification: City of Carlsbad Building Division Date: 03/28/2019 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 executing this declaration is authorized to sign on behalf of the Owner. Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) 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. Signs Title: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: fl(cc'. E3 CARLSBAD, CA 92009 Building Division ('- 1635-Faraday Avenue I Carlsbad, CA 92008 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov Carlsbad CBR20 18-3034 11/15/18 RECEIVED MAR 28 2019 CITY OF CARLSBAD BUILDING DIVISION crry OF CARLSBAD SPECIAL INSPECTION AGREEMENT 8-45 Develooment Services Building Division 1635 Faraday Avenue 750-602-2719 www.carisbadca.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. 3r0ject/Permit: _ 0i 2,O34 Project Address:.ii ' é A.LA 1. C, L$ AP, CA 0c', THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder El. (If you checked as owner-builder you must also complete Section B of this agreement) Name: (Please print Ml LkE I... I i'l MI) Mailing Addres7_3,AD_Rt _O6 L$ BA' r CA OO Email- ELI7 t1I2-t- Phone10) -14 7 —& 7 41 I am; 'roperty Owner UProperty Owner's Agent of Record UArchitect of Record DEngineer of Record State of California Registration Number 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 2..ff4te fabrication of building components, as prescribed in the statement of special inspections n 4ie approved a.ard, as required by the California Building Code. Signature- C— Date: _.,_21 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor/ builder -builer.1 Contractor's Company Name; Please cheju are Owner-Builder, Name: (Please print) ....JULkLi_LL' _L lri,ul lr.i II 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 qualifieqgomon within our (the contractor's) organization to exercise such control. I will nrnvhlp a final rnnorf in romnllant,.p..wih CRC Spx.,tinn 1704112 nrior to rpuuetine, final 8.45 Page 1 of I Rev. 08111 Carlsbad CBR20 18-3034 11/15/18 RECEIVED MAR 272019 -- Ci CARLSBAD ._:VISION Cr'City of WASTE MANAGEMENT Development Services Building Division aLr1s11c1. PLAN 1635 Faraday Avenue 760-602.27 19 B59 www.carlsbadca.gov, Owner: t4 l r_+ie L LE L \1 Contractor: Job Address: 27 2 AP-LAND 9P. Phone Number:(7O) - 7f1 - Permit : Estimated Cost ot Project: S___________________________________________ Type of Project ew construction E Remodel ur TI. U Resitiermi ml Co:trimmerciil 0 Demolition - - (check all that apply) 0 Other Non-hazardous construction waste generated during the course of this project shall be recycled and/or salvaged for re-use at a nlininlum of 50% per CALGrccri Sec. 5.408.1. Failure to comply may result in a penally fee up 10 $1,000. For projects which consist of mainly euuipmnent and/or racking. thut have a combined weight of new construction disposal that does nut exceed 2 lbs per square foot of building area affected by this permit, may he deemed to meet the 501,(.. minimum requirement upon approval of Building Depart mnmenil. ALTERNATIVE FORMS OF COMPLIANCE: (If selected, do not complete Tables 1 & 2 below) Construction waste shall not exceed 2 lbs. per, si. of area. All receipts shall be provided to the Building 011iciuf prior to final. (This option not applicable for most construction projects.) Square Feel of constriction area X 2 lbs. = lbs. ul allowable wasle. 0 I plan on using a WASTE MANAGEMENT roll-OIl bin. All receipts shall be provided to the Building Olficiuf prior, to final. Table 1 - Estimated Waste To be filled out prior to permit issuance - refer to example on Page 2.) MATERIALS lbs. ot waste to he taken to LANDFILL lbs. ot waste to he RE-USED or RECYCLED Waste Hauling Company or Re-Use Method Asphalt/Concrete t4ap 0 10 Brick/ Masonry o K19 tJ Cardboard ',p Lb 1 ,3,7 Drywall arciscapA Debris 0 0 - LunlbetV Wood (14t.4 Zoo lb j Metals 0 100 ri b vJ Mixed Waste 4M 10 0 W 0 Trash/Garbage ______ 0 Other: TOTAL lbs: Estimated Percentage to be Re-Used or Recycled % I certily that the inlorrnaliumi provided herein, to time best of iny knowledge. is true and correct. c owner csiuwi Date 2-/ 7 Official Use Only U Plan Approved E Plan Denied 0 Project Valuation Approved Reviewed / Approved by: Page 1 of 2 c(c ity of Carlsbad Print Date: 02/12/2021 Job Address: 2736 ARLAND RD, CARLSBAD, CA 92008 Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Parcel #: 1561425600 Track #: Valuation: $0.00 Lot #: Occupancy Group: Project #: DEV2019-0137 #of Dwelling Units: 0 Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: CBR2018-3034 Plan Check #: Permit No: PREV2020-0094 Status: Closed - Finaled Applied: 06/30/2020 Issued: 02/10/2021 Finaled Close Out: 02/12/2021 Inspector: CRenf Final Inspection: Project Title: LIN RESIDENCE Description: LIN: CONVERT 2ND FLOOR DECK TO SUN ROOM Property Owner: MICHELLE LIN 2736 ARLAND RD CARLSBAD, CA 92008 (760) 717-6749 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $112.50 Total Fees: $147.50 Total Payments To Date: $147.50 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 760-602-8560 f I www.carlsbadca.gov P%-4--1y-0 PLAN CHECK REVISION OR Development Services DEFERRED SUBMITTAL BW1dini —iv irow 1635 Faraday Avenue Carlsbad APPLICATION 760-602-2719 B-I 5 www.carlsbadca.gov CBR201 8-3034 Plan Revision Number PY2O20—IR'4 Original Plan Check Number ProjectAddress 2736 Arland Rd, Cbad 92008 General Scope of Revision/Deferred Submittal: Converting 2nd fIr covered deck into sun room. South side of home/ above garage. CONTACT INFORMATION: Name Michelle Lin Phone 760-717-6749 Fax Address 2732 Arland Rd city ° bad Zip 92008 Email Address mashou1729@att.net Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: • Plans LI Calculations LI Soils 0 Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown Converting 2nd fIr covered deck into sun room. South side of home/ above garage. A-3 i(9?J - RcJto4uk ..- Does this revision, in anyway, alter the exterior of the project? MR Yes LINo Does this revision add ANY new floor area(s)? fl Yes [J No Does this revision affect any fire related issues? LI Yes Eli No Is this a comp set? [U Yes LI No *— .e5Signatu Date 5.4.2020 1635 Faraday Avenue, Carlsbad, CA 92008 ti: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov 7 EsGilV/0 A SAFEbuiLtCornpany DATE: 8/5/2020 JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-3034.PREV2020-0094 PROJECT ADDRESS: 2736 Arland Rd. ED APPLICANT 71JURIS. SET: II PROJECT NAME: Revision: Convert Covered Deck to Sunroom The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. III 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. El Th'é plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. Liii EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted:'/c/2o (by./) Email: Mail Telephone Fax In Person REMARKS: Partial Plans submitted By: Richard Moreno Enclosures: EsGil 8/3/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGi- GilV/0 A SAFEbuitt company DATE: 7/14/2020 IJ APPLICANT 11 JURIS. JURISDICTION: Carlsbad PLAN CHECK #.: CBR2018-3034.PREV2020-0094 SET: I PROJECT ADDRESS: 2736 Arland Rd. PROJECT NAME: Revision: Convert Covered Deck to Sunroom The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. El 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted f,r recheck. EJ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Michelle Lin EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Michelle Lin Telephone #: 760 717-6749 Date contacted: (by: ) Email: mashou1729@att.net Mail Telephone Fax In Person III REMARKS: By: Richard Moreno Enclosures: EsGil 7/2/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBR2018-3034.PREV2020-0094 7/14/2020 :PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-3034.PREV2020-0094 JURISDICTION: Carlsbad PROJECT ADDRESS: 2736 Arland Rd. FLOOR AREA: 609 sq ft Coy roof Deck, REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLANREVIEW COMPLETED.: 7114/2020 STORIES: 2 HEIGHT: 22 ft DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/2/2020 PLAN REVIEWER: Richard Moreno FOREWORD (PLEASE-READ): This plan review isIiniited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform MechahicàICbde, NationaI Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforcedbytheBuiIding Department. You may have other corrections based on laws and ordinance:by the Planning Department, Engineering Department, Fire Department or other departments.. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Code of Regulations (Title24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMCand2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR20 18-3034.PREV2O2O-0094 7/14/2020 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBR2018- 3034. PREV2O2O-0094 PREPARED BY: Richard Moreno DATE: 7/14/2020 BUILDING ADDRESS: 2736 Arland Rd. BUILDING OCCUPANCY: R3 / U BUILDING PORTION AREA (Sq. FL) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb 1By Ordinance 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee I 'Al .tl Type of Review: E Complete Review E Structural Only Repetitive Fee , Repeats * Based on hourly rate El Other Hourly 1Hr.@* EsGil Fee $9000 Comments: Sheet of 1