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Home My WebLink About175 CHINQUAPIN AVE; ; CB154616; PermitPrint Date: 04/02/2018 Permit No: CB154616 Job Address: 175 ChinquapinAv Permit Type: BLDG-Residential Work Class: Single Family Detached Statu: Closed - Finaled Parcel No: 2060700201 Lot #: Applied: 12/29/2015 Valuation: $ 408,755.00 Reference U: DEV14049 Issued: 08/05/2016 Occupancy Group: - . Construction Type Permit 04/02/2018 Finaled: U Dwelling Units: Bathrooms: -. Inspector: PBurn Bedrooms: . Orig. Plan Check U: Final Plan Check U: Inspection: 02/14/2018 Project Title: CARLSBAD LAGOON HOMES Description: RESDNTL - SFD CARLSBAD LAGOON HOMES: 3-STORY 2,647 LIV! 457 GARAGE / 500 DECKS Applicant: . Owner: - RINCON REAL ESTATE GROUP INC RREG INVETMENTS SERIES, LLC SERIES 1026 3005 S El Camino Real . 3005 South El Camino Real San Clemente, CA 92672-3438 SAN CLEMENTE, CA 92672-3438 949-637-3254 949-438-5494 - - FEE. ... AMOUNT Total Fees: -. Total Payments To Date : Balance Due: 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." Youhave 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. c' - . . . . - 1 ' 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1 760-602-8560 1 I www.carlsbadca.gov City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-05-2016 Residential Permit Permit No: CB154616 Building Inspection Request Line (760) 602-2725 Job Address: 175 CHINQUAPIN AV CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 2060700201 Lot #: 1 Applied: 12/29/2015 Valuation: $408755.00 Constuction Type: 5B Entered By: SLE Occupancy Group: Reference #: M5150002 . Plan Approved: 08/05/2016 # Dwelling Units: 1 Structure Type: SFD . Issued: 08/05/2016 Bedrooms: 4 Bathrooms: 3.5 Inspect Area: Orig PC #: Plan Check #: Project Title: CARLSBAD LAGOON HOMES: 3-STORY 2,647 LIV / 457 GARAGE / 500 DECKS Applicant: . Owner: RINCON REAL ESTATE GROUPINC. RREG INVETMENTS SERIES, LLC SERIES 1026 UNIT 5 1520 N. EL CAMINO REAL 3005 S EL CAMINO REAL SAN CLEMENTE, CA 92672 SAN CLEMENTE CA 92672-3438 949-637-3254 949-438-5494 Building Permit $1723.01 Meter Size FS1 AddI Building Permit Fee $0.00 AddI Red. WaterCon. Fee $0.00 Plan Check $1,206.11 Meter Fee $356.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee . $0.00 Strong Motion Fee $53.14 PFF (3105540) $7,439.34 Park in Lieu Fee $7,649.00 PFF (4305540) $6,867.08 Park Fee . $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $224.00 Renewal Fee $0.00 ELECTRICAL TOTAL $89.00 Add'I Renewal Fee -$000 MECHANICAL TOTAL $113.19 Other Building Fee $0.00 Housing Impact Fee 1$0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size FS1 Master Drainage Fee $0.00 Add) Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees ($272.00) Green Bldg Stands (5B1473) Fee $17.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $163.00 TOTAL PERMIT FEES $25627.87 Total Fees: $25,627.87 Total Payments to Date: $25,627.87 Balance Due: 1 $0.00 FINAL APPROVAL Inspector: Date: ______________ Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as fees/exactions. 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 limitations has previously otherwise expired. (ityof Carlsbad Print Date 04/02/2018 Permit No: SW150504 Job Address: 175 Chinquapin Av Permit Type: BLDG-Migrated Work Class: BLDG-Migrated Status: Issued - Active Parcel No: - 2060700201 Lot #: Applied: 12/30/2015 Valuation: $0.00 Reference #: Issued: 08/05/2016 Occupancy Group: Construction Type Permit Finaled: U Dwelling Units: Bathrooms: . Inspector: Bedrooms: prig. Plan Check U: Final - - Plan Check U: Inspection: Projéctiltle: . . . . Description: .SWPPP - CARLSBAD LAGOON HOMES #1 OF 3 FEE . - AMOUNT . . - Total Fees Total Payments To Date Balance Due - I . 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov LIA EAe DiJe EL DFI' Dt: DIjAZM I Pe Ap C No CJ?J 34(o ((p City of -Faraday ci c oo - 53 - - Ph 70-602-27 Fow 760-602-858 f - (_ INS SellI - Date lJOBADMIRESS \ —j6fD/ \5 WPPP (50 Q4j V %.4tmqUdpffl MV. %.dflUdU vMvdvvO Mouse •n ;< 1 zuti - (110 - lIZ - Qi 1 1FAASE., 1 I ccc tii4I3t 11Tcfueqcw feet of ctzzas7 New con.structio.n. of detached 34t0ry SFR with attached garages Frarea647SF DeLJ—S Garage area: 47 SF (5I5F IFP1M tp.n!Ttrr. SFR - SFRI 457 4 IAl IIsfl orn1'7vsr71onj Y—Plwml YWAM . KewnDuw Rcon ROW EstateGroup ci [ADDRESS Trust Dated 10/20/05 r 3005 S. El Cammo Real PQ 4473 CflY STATE ZW STATE . 949=€373254 1 760-815-5854 i Siam Ah—adkehem Mr. !wuLlnncuflqrpJ.0rn FONL r T?I1 iADDESS DRESS 1106 2fl! St #359 3 S CL, C.XIU (Zpft— STATE ZIP 1CITY STATE ZIP Encmltas CA 92024 S14?.. 44 449 - S! -'fGZ( EMl. steveshacarchltecturecom I (t#4. c, 1 1 C-34035 I 4r5)& 11 7-'l 2- (e 7O31. Sreas and Prcfeeaka 1cde My y c Qtcfly whc3 a pni a impfcie, dema11 c repaIr arw atructire. wkr w 3a Iaauance, aIa reqt41rea Iie ceseI 'e #M'e - t 13w wltt' Sec'c, i(O c OI-iw ' c$ "Mess 3n oeea COde o.th.3t 3e a exempt thete mm aW the basis Yet the ailegpd 3x3mpt103). .8.Py VdWtfon ol.Seclim 7031-5 b3ny eppflcettt 1073 pem,st sub$et3 the applIcant to a cixa P=2111Y aT.n.ton7e utnnxwe M Iftw= Muam P=uzi. 1ofem' Co4o4an€aon tectarimt llte' effiae adarpetty a1petey am a!tft€ fot4frlg c1'?c - . - a cimexa o c OAS en i to a .swe Icr wonters caon as proe000 ny cecano .iuu d ate Labor Code, atr toe pratoence cx roe wont icc worm tots pennü.rs .rssueo. 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'S $55 4 4 S. - IS - • $5 - V - S S • • 4 I t • 44 mol tt Permit Type: BLDG-Residential Application Date: 12/29/2015 Owner: RREG INVETMENTS SERIES, LLC SERIES 1026 Work Class: Single Family Detached Issue Date: 08/05/2016 Subdivision: Status: Closed - Finaled Expiration Date: 02/26/2018 Address: 175 Chinquapin Av Carlsbad, CA 92008 lVR Number: - 711494 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 11/2912016 11/29/2016 BLDG-15 003194-2016 Failed Paul Burnette Reinspection Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed.• BLDG-Building Deficiency ,, ' No 12/0712016 12/07/2016 BLDG-15 004470-2016 Passed Paul Burnette Complete • Roof/ReRoof (Patio) Checklist Item COMMENTS ' Passed- BLDG-Building Deficiency Yes 02101/2017 02/01/2017 BLDG-13 Shear' 012018.2017 • Passed Paul Burnette , Complete Panels/HO (ok to - wrap) - Checklist Item COMMENTS Passed BLDG-Building Deficiency , Yes 02/02/2017 02/02/2017 BLDG-22 012302-2017 Passed Paul Burnette Complete Sewer/Water Service - -' Checklist Item COMMENTS Passed BLDG-Building Deficiency - Yes 03/07/2017 03/07/2017 BLDG-84 Rough 015549-2017 Passed Paul Burnette Complete - ' Combo(14,24,34,44) Checklist Item - COMMENTS ' Passed BLDG-Building Deficiency '- Yes BLDG-14 ' , Yes Frame-Steel-Bolting-Welding • (Decks) ' BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical - Yes BLDG-44 . , , - Yes - Rough-Duct-Dampers 03/16/2017 03/16/2017 BLDG-17 Interior 016730-2017 Passed Paul Burnette Complete Lath/Drywall •- Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/10/2017 04/10/2017 BLDG-82 Drywall, 019425-2017 , -Passed • Peter Dreibelbis ' Complete Exterior Lath, Gas - Test, Hot Mop - Checklist Item • COMMENTS ' Passed BLDG-Building Deficiency - , ' Yes - ' BLDG-17 Interior Lath-Drywall ' Yes BLDG-1 8 Exterior Lath and Yes Drywall - - -' BLDG-23 Gas-Test-Repairs ' ' Yes April 02, 2018 - Page 1 of 2 Permit Type: BLDG-Residential Application Date: 12/29/2015 Owner: RREG INVETMENTS SERIES, LLC SERIES 1026 Work Class: Single Family Detached Issue Date: 08/05/2016 Subdivision: Status: Closed -,Finaled Expiration Date: 02/26/2018 Address: 175 ChinquapinAv Carlsbad, CA 92008 IVR Number: 711494 , Scheduled Actual Inspection type Inspection No. Inspection Status Primary Inspector Reinspection Corn pleté Start Date Date 04/2512017 04/25/2017 ; BLDG-17 Interior 021042-2017 Passed Paul Burnette Complete - Lath/Drywall ' Checklist Item COMMENTS Passed • BLDG-Building Deficiency - Yes 08/28/2017 08/28/2017 BLDG-32 Const. 032892-2017 Cancelled Chris Renfro Reinspection Complete Service/Agricultural( l - Temp) ' Checklist Item COMMENTS Passed BLDG-Building Deficiency , No 08/30/2017 08/30/2017. BLDG-Electric Meter 033397-2017 Passed Paul Burnette Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/13/2017 12/13/2017 BLDG-Fire Final 043171-2017 Passed Daniel Stowe Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 02/14/2018 02/14/2018 BLDG-Final • 048711-2018 Passed Paul Burnette • Complete Inspection • Checklist Item COMMENTS Passed - BLDG-Building Deficiency - Yes - BLDG-Plumbing Final Yes BLDG-Mechanical Final - Yes , BLDG-Structural Final • Yes - BLDG-Electrical Final Yes 1- •) - • a - April 02, 2018 -• Page 2 of 2 Inspection History: 09/06/2016: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PB; 09/13/2016: 11-BLD-Ftg/Foundation/Piers Approval Completed By PB; 09/20/2016: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PB; 10/07/2016: 14-BLDG-Frame/Steel/Bolting/Welding Partial Approval Completed By PD Jan.01.2012 12:0 AM PAGE. 1/ 2 1213116, 7:13 PM Sow Dec32O16,7.18PMpdf 1/1 FISHER INSPECTION SERVICES 7 COM5TRUCflON iNSPEOflONAWO TEVM 19310 Rinildl StiNt 5350 NuilMdp CA 91329 om Itb34wIe06 ,w 5114*2340 CIL 1t541&1O ALLW tWMVWWMMMWWUU --r iea it LOA Iwas I I I ' 1 vTi kz ••L -1 I dr- abuthJMc Pg1ovt EsGil Corporation In (Partnership with government for Building Safety DATE: Apr 18, 2016 0 A.PLICANT 4U RI S. JURlSDICTlOTfiTrlsbai 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 15-4616 SET: III PROJECT ADDRESS: 175 Chinquapin Ave. PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation 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. Lii The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted----,. (V-? Telephone #: Date contacted: ) Email: Mail Telephone Fax In Person REMARKS: Contractor to complete portion of special inspection report rolled inside plans before pulling permit. By: Rich Moreno for R.F. Enclosures: EsGil Corporation El GA El EJ [1 MB- . Pc Apr 11,2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership with Government for cBui(iing Safety DATE: 03/21/16 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4616 SET:!! PROJECT ADDRESS: 175 Chinquapin Ave. LI APPLICANT 2( J URIS. LI PLAN REVIEWER LI FILE PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. El 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 Corporation 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. The applicant's copy of the check list has been sent to: Kevin Dunn E Mail LII EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kevin Dunn Telephone #: (949) 637-3254 Date contacted:'/"i/ (blC),. Email: kdunnrincongrp.com I , eve(spacarchitecture.com t71 M ail epho Fax In Person REMARS: beck sq footage 540. 2)Contractor will need to fill out portion of special inspection form before pulling permit By: Ray Fuller Enclosures: EsGil Corporation LI GA LI EJ [1 MB [1 PC 03/15/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 15-4616 03/21/16 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections, as requested in the correction list. Submit THREE new complete sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. No landscaping plans with resubmittal. Is the intent to adds the sheets from 1st submittal to final sets and if so please let us know this. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. The 2nd submittal of calculations did not include for example the foundation design ("F" sheets). Please provide a stamped and signed complete final sets. Could not determine why noting spiral staircase as deferred submittal as does not apply to this project? 6. Energy calculations do not match the plans. Energy is reflecting address to be 299 instead of 175 and the sq footage is noted to be 3050 and cover sheet/permit application state 2647. Still applies. Could not determine why energy calculations are for 2763 when noting dwelling to be 2647? Please clarify. 8. The calculations are using 40,000 BTU FAU to heat a 2647 sq ft house. Please verify their sizing is adequate to heat this dwelling and revise any changes to gas line isometrics on D.4. Provide calculations to justify a 40,000 input BTU FAU (32,000 output at .80 AFUE) will be able to heat this 3 story dwelling). Revise energy and gas line calculations to reflect any changes. 13. Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. See for example windows 1-12, 1-13,1-14, 1-21 and 1-22 with 5 high SH's and 6'8" header height. Any changes cannot adversely affect egress requirements. Response was changed to comply. 1st window checked was window 1-23 where 18" above floor level. Recheck all places. Carlsbad 15-4616 03/21/16 14. Detail and reference required handrails at both interior (and exterior locations if applies) per Section R311.7.7 Shall be provided on at least one side of each stairway with four or more risers. See exterior stairs as shown on section 1/A1.4.1 Do not see how detail 201D2 addresses this as referenced to exterior stairs on AI-2.2? Recheck all locations to verify a code complying handrail at all interior and exterior locations. 18. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets. See bedroom 4 on A1-2.6 for example. Recheck all locations. Still applies. See below switches. 22. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in all new residential construction. Show on the plans the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. CGC 4.106.4. Show requirements on electrical plan. Sheet AI-2.5 is reflecting a EVSE on exterior of garage. Please show requirements to include the 240 volt 40 amp dedicated circuit and do not see how it can be plugged in at exterior location as shown. Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes () No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Tartnership with government for Building Safety DATE: 01/11/16 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4616 SET: I PROJECT ADDRESS: 175 Chinquapin Ave. ,APPLICANT /1 JURIS. 0 PLAN REVIEWER 0 FILE PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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 Corporation 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. The applicant's copy of the check list has been sent to: Kevin Dunn E Mail EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Kevin Dunn Telephone #: (949) 637-3254 Date contacted: (by: ) Email: kdunnrincongrp.corn Mail Telephone Fax In Person hchcthj ct tiir (ofll REMARKS: By: Ray Fuller Enclosures: EsGil Corporation El GA El EJ El MB LI PC 12/31/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 15-4616 01/11/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 15-4616 JURISDICTION: Carlsbad PROJECT ADDRESS: 175 Chinquapin Ave. FLOOR AREA: Dwelling 2647 Garage 475 Decks 500 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/30/15 STORIES: 3 HEIGHT: 27 ft per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/31/15 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: 01/11/16 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 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 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 2012 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 15-4616 01/11/16 1. Please make all corrections, as requested in the correction list. Submit THREE new complete sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. Architectural sheets were not signed and reflecting a expiration date of 06/30/15? 3. The note "Not For Construction" must be removed before final sets can be send back to the City. 4. Type of construction on cover sheet should be V-B (per current codes -VN is U BC). 5. Cover sheet to note sq footages of decks (500?). 6. Energy calculations do not match the plans. Energy is reflecting address to be 299 instead of 175 and the sq footage is noted to be 3050 and cover sheet/permit application state 2647. Please clarify. 7. Cross sections and, keynotes are reflecting R-13 for floor and energy requires R-19? 8. The calculations are using 40,000 BTU FAU to heat a 2647 sq ft house. Please verify their sizing is adequate to heat this dwelling and revise any changes to gas line isometrics on D.4. 9. Plans to reflect garage floor to sloping towards main vehicle entry doorways or towards a approved drainage system. R309.1 Structural states to see architectural and could not locate where architectural addressed this? 10. In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 508.14 Carlsbad 15-4616 01/11/16 Show or note dryer vent to the exterior with termination to be a minimum of 3 ft from any opening. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas, within 5 ft radius of tubs (unless 5 ft above) and stairwells if applicable. Any glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally of the bottom tread. Section R308.4 See windows 1-8 and 1-20 al stairwell on A1-2.1, 1-14 and 1-15 at master bath etc. Recheck all locations. Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section R312.2. See for example windows 1-12, 1-13,1-14, 1-21 and 1-22 with 5 high SH's and 6'8" header height. Recheck all locations. Any changes cannot adversely affect egress requirements. Detail and reference required handrails at both interior (and exterior locations if applies) per Section R311.7.7 a) Shall be provided on at least one side of each stairway with four or more risers. See exterior stairs as shownon section 1/A1.4.1 Detail and reference required stairway and landing details at both interior (and exterior locations if applies) per Section R311.7 a) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". See detail 10/D.2 for example. Attic access door on roof plan On A1-2.2 to be 1-26 instead of 1-25? Could not locate smoke detector/carbon monoxide alarm for 1st floor and/or outside of bedroom 4 on third floor. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets . See bedroom 4 on A1-2.6 for example. Recheck all locations. Could not locate where floor plan notes and/or A1-O.3 noted sone levels for exhaust fans. Appears using bath exhaust fans as whole house ventilation and would need to note 1 sone or less. If applies: Below grade hot water piping is required to be installed in a waterproof and non-crushable sleeve or casing that allows for replacement of both the piping and insulation. ES 150.00) All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require 11/2 ' thick insulation. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.00)2 Carlsbad 15-4616 01/11/16 Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in all new residential construction. Show on the plans the location of the electrical vehicle supply equipment. The EVSE must consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. CGC 4.106.4. Show requirements on electrical plan. Note on the plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to local landscape ordinance or the California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), which ever is more stringent. To view the MWELO: http://www.water.ca.gov/wateruseefficiency/docs/MWELO TbContent Law. pdf For the local landscape ordinance check with City/County Planning Department. CGC 4.304.1. Keynote 78-on cross sections states 1/2 "T &G for floor diaphragm. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction (per page 38). Please provide a structural elevation of what is occurring on line 1.13 as shown on S2? Assume the SWSB will be tapered at top but not sure how post and post support of ridge will squeeze into wall space. In addition could not locate any details for how this is to be attached to B4 below. No designator given for horizontal strap at 1.3 for floor framing plan on S2? Please reference applicable Manufacturer panel details to appropriate locations on the plans and foundation plan should reflect bolt size and embedment? CITY of CARLSBAD REQUIREMENTS When special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Carlsbad 15-4616 01/11/16 31. All new residential units shall include plumbing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of heating domestic potable water. No building permit shall be issued unless the plumbing required pursuant to this section is indicated in the building plans. Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes () No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. (City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 DevelopmentServices Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. 6_4_6QL913AV LAO c'.I 't t I Project/Permit: 'At-1- Project Address: 1:72 CkiI1..1ct...?shI A1IE_. /CisrI2LC#c0 THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) (Last) Mailing Address:( kpo !2W-9 '1 &A 221 Email- ,Ctá4lk& I2)'Pi4 Phone: '1 oO I am: QProperty Owner OProperty Owner's Agent of Record )(Architect of Record ElEngineer of Record State of California Registration Number: '' Expiration Date:7 t1vi/ LI AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspection no ed on the go nd, as required by the California Building Code. Signatur / Date: 10 &I-- fliTill '/ z"Jice CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-builder. Contractor's Company Name: Please check if you are Owner-Builder 0 Name: (Please print) (First) (Last) Mailing Add Email: Pho State of California Contractor's License Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. Iwill provideafinal report / letter incompliance with CBC Section 1704.1.2 prior torequestingfinal inspection. Sign Date: B-45 Page 1 of 1 Rev. 08/1.1 . Carlsbad 15-4616 01/11/16 (DO NOT PAY— THIS IS NOTAN INVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4616 PREPARED BY: Ray Fuller DATE: 01/11/16 BUILDING ADDRESS: 175 Chinquapin Ave. BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 2647 139.52 369,309 Garage 475 36.40 17,290 Decks 500 19.71 9,855 Air Conditioning Fire Sprinklers 3122 3.94 12,301 TOTAL VALUE 408,755 Jurisdiction Code jcb 1113y Ordinance Bldg. Permit Fee by Ordinance 1W I Plan Check Fee by Ordinance I $1,723.01I I $1,119.961 Type of Review: Complete Review Repetitive Fee E Other I Repeats Hourly Structural Only EsGil Fee I I $964.89 Comments In addition to the above fee, an additional fee of $86 is due (I hou $86/hr.) for'the CalGreen review. Sheet 1 of 1 macvalue.doc + PLAN CHECK Community & Economic I 'of REVIEW Development Department Ui j 1635 Faraday Avenue r S TRANSMITTAL Carlsbad CA. 92008 www.carlsbadca.gov DATE 08/05/2016 PROJECT NAME CARLSBAD LAGOON CUSTOM HOMES PROJECT ID CB154616 PLAN CHECK NO: 3 : SET#: 3 ADDRESS: 175 CHINQUAPIN AVE APN: 2060700201 VALUATION: SCOPE OF WORK: 3 STORY DETACHED SFD 1647 SF 457 SF GARAGE >< This plan check review IS complete and has been APPROVED by LAND DEVELOPMENT. ENGINEERING DIVISION 77 Final Inspection by Construction Management Inspection Division is required: Yes No This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: KDUNN@RINCONGRP.COM To determine status by one of the divisions listed below, please'contact 760-602-2719. --'--'-- ---- ------------------- LAND DEVELOPMENT 760-6022750 Chris Sexton - Chris Glassen - -- Greg 'Ryan - - 760-602-4624 - ; 760-602-2784 - 760-602-4663- Chr.is.Sexto,n@carlsbadca.gov •'' Christopher.Glassen@carlsbadca.gov ' Gregory.Ryan@carisbadca.gov Gina Ruiz F-1• Linda Ontiveros - Cindy Wang' 760-602-4675 760-602-2773 - 760-602-4662 Gina.Ruiz@carlsbadca.gov - Linda.Ontiveros@carlsbadca.gov - Cynthia.Wong@carlsbadca.gov - ValRay Nelson - Dominic Fieri • -- 760-602-2741 '760-602-4664 • ValRay.Marshall@carlsbadca.gov I. Dominic.Fieri@carisbadca.gov Remarks CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO # 3 Outstanding issues are marked with lIZ' •. Items that conform to permit. (Mdsruni. requirements are marked with E71 or have intentionally been left blank. 1. SITE PLAN SLIP SHEET Provide a fully dimensioned site plan drawn to scale. Show: SIGNED [IIJ El North arrow El [J Driveway widths APPROVED Eli El Existing & proposed structures El LII Existing or proposed sewer lateral GRADING EEl CII Existing street improvements - El [ElI Existing or proposed water service PLANS INTO EIIII EElJ Property lines (show all dimensions) EXl =Submit on signed approved plans: BUILDING SET El Eli Easements DWG No. DWG 490-5A LIII El Right-of-way width & adjacent streets Sho DWG 490-5A El El El on site plan: J Drainage patterns and proposed site elevations. Show all high points. LIJBuilding pad surface drainage must maintain a-minimum slope of one percent towards an adjoining street or an approved drainage course. =ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". El Existing & proposed slopes and topography =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. El Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: El 1121 Site address El El Assessor's parcel number El El Legal description/lot number El El For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. El El Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: MS 15-02 Reference No(s): E-36 Page 2 of 6 REV 6/01/12 CARLSBAD LAGOON CUSTOM HOMb PLAN CHECK NO # 3 DISCRETIONARY APPROVAL COMPLIANCE MS 15-02 LJJ= Project does not comply with the following engineering conditions of approval for project no.: DEDICATIONREQUUREMENTS S Eli c:i Dedication for all street rights-of-way adjacent to the building site and any storm drain or ON. PM 15-02 utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.00000 , pursuant to Carlsbad Municipal Code Section 18.40.030. -I Eli Dedication required as follows: IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed ON DWG at time of 'building construction whenever the value of the, construction exceeds 490-5A . $120,000.00 pursuant to Carlsbad Municipal CodeSection 18.40.040. LIII [1 Public improvements required as follows: , S :ii EJ Construction of the public' improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to .issuance of a building permit. LIII LII. Future public improvements required-as follows: , E-36 S , Page 3of6 REV 6/01/12 I CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO # 3 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. E.1 jlnadequate information available on site plan to make :a determination on grading 611-16-13 requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included, on the plans. If no grading is proposed write: "NO GRADING" E] Grading Permit required.. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. 7J Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector PAD CERT 08/04/2016 A.LUEDTKE The inspector will then provide the engineering counterwith a release for the building permit. EJ EIII No grading permit required. . . E11 LII Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS LII EIIJ RIGHT-OF-WAY PERMIT is required' to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. LII IIIJ Right-of-way permit required for: *FOR ANY WORK, EQUIPMENT, OR MATERIALS WITHIN THE RIGHT OF WAY* E-36 ' Page 4of6 REV 6/01/12 CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO # 3 SW15-443 7. STORM WATER Construction Compliance LIII Project Threat Assessment Form complete. LIII EIIII Enclosed Project Threat Assessment Form incomplete. L1. LIII Requires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW ) LII LIII Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of prOcessing fee and review by city. Post-Development (SUSMP) Compliance Eli Storm Water Standards Questionnaire. Ii LIII Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. 0 LIII IIJ Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). LIII Project needs to incorporate low impact development strategies throughout in one or more of the following ways: LII] Rainwater harvesting (rain barrels or cistern) S Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/payers LIII Flow-through planter/vegetated orrock drip line LII Vegetated swales or rock infiltration swales LII Downspouts disconnect and discharge over landscape LIII Other: E-36 0 Page5of6 0 REV 6/01/12 9. FEES (. RESO.7120 [ El LIII Required fees have been entered in building permit. Drainage fee applicable S. Added square feet Added square footage in last two years? LI yes LI] no Permit No. Permit No. Project built after 1980 yes LIno Impervious surface > 50% yes Eno Impact unconstructed facility El yes Lino Fire sprinklers required Jyes Lino (is addition over 150' from center line) Upgrade Dyes LImo No fees required CARLSBAD LAGOON.CUSTOM HOMES PLAN CHECK NO #3 8. WATER METER REVIEW Domestic (potable) Use NEED TO , /LJ I El What size meter is required? DETERMlJ LII I jJ Where a residential unit is required to have an automatic fire EXISTI extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment. capacity charge will be based on the size of the meter ME RSIZE DITS necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one, quarter (1/4) acre where the meter size shall be W. 10. ADDITIONAL COMMENTS RESOLUTION 7120 CALLING EXISTING UNITS RESIDENTIAL SO TRAFFIC AND SEWER IMPACTS ARE A WASH. 3 RESIDENTIAL UNITS DEMO TO BUILD 3 RESIDENTIALS UNITS Engineering [II] Storm Water Form =Rlght-of-WayAppllcatlon/lnfo. [II Reference Documents Attachments: L] E-36 Page 6 of 6 REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: VALRAY NELSON pate: 0111312016 GEO DATA: LFMZ: 1 B&T: Address: 175 CHINQUAPIN AVE • Bldg. Permit #: C13154616 Fees Update by: Date: Fees Update by: 'Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: SFD Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's:. ADT CALCULATIONS: List types and square footages'for all uses Types of Use: SFD Sq.Ft./Units. ADT's: Types of Use: Sq.Ft./Units . ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: / Within CFD: LJYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) D NO 1. PARK-IN-LIEU FEE:[JNW QUADRANT LINE QUADRANT . LISE'QUADRANT UW QUADRANT ADT'S/UN ITS: X FEE/ADT: 4 7649.00 2,TRAFFIC IMPACT FEE: . . . . ADT'S/UNITS: X FEE/ADT: . CR FOR EXISTING BRIDGE & THOROUGHFARE FEE: DIST. #1 EbISt.#2 . EDIST.#3 (USE. SANDAG)ADT'S/UNITS X FEE/ADT: . $ 0 FACILITIES, MANAGEMENT FEE ZONE: ADT"S/UNITS: I X FEE/SQ.Ft./UNIT: I 0 SEWER FEE EDU's X FEE/EDU: CR FOR EXISTING BENEFIT AREA: .. . . EDU's X FEE/EDU: $ N/A . 6. DRAINAGE FEES: PLDA: EIHIGH EJMEDIUM ELOW ACRES.X FEE/AC: $ PAID PM'15-02 7.. POTABLE WATER FEES: UNITS I CODE F CONN. FEE I METER FEE I SDCWA FEE I TOTAL I I FSI I CR I 84.00 I CR I 84.00 This may not represent a comprehensive list of fees due for this project. Please contact the Building division at (760) 60-719 for a complete listing of fees*** CITY . RECEIVED GRADING INSPECTION CHECKLIST. CITY OF CARLSBAD FOR PARTIAL SITE RELEASE AUG - 2027 PROJECT INSPECTOR:____________________ DATE:___co _______ . . . CM.&I PROJECT ID /VV tT 021. GRADING PERMIT NO. &gI4'DOt DIVISION LOTS REQUESTED FOR RELEASE:_________________________________ N/A NOT APPLICABLE . . COMPLETE o = incomplete or unacceptable .. 1st p2nd. I . Site access to requested lots adequate and logically grouped. Site erosion control measures adequate including basins and lined ditches installed. Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8%" x 11" site plan (attachment) showing requested lots submitted.. Compaction report from soils engineer submitted. 7.. EOW certification of work done with finish pad elevations of specific lots to be released. Geologic engineer's letter if unusual geologic or subsurface conditions V\jv t exist. . 9. . Fully functional fire hydrants within 350 feet of building combustibles and an all weather roads access to site is required. 10.. Retaining walls installed.. . V1 LA 11. Adequate progress on installation of slope irrigation and landscape. YLfr 12. Minimum 20' wide all weather road. 13. Sewer installed and available for use. Partial release. of grading for the above stated lots is approved for the purpose of building Lk4 permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the site is denied for the following reasons: Project nspector . . Date ,Municipal Projects Manager Date Partial Sit Rel Checklist —UPDATED 11/2015 I 1- i. -.. ..- - PLANNING DiViSluri Development Services BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue C/\RLSB/\[ P28 (760) 602-4610 DATE: January 8, 2016 PROJECT NAME: Carlsbad Lagoon Beach Homes PROJECT ID: PUD 15- 04/SDP 15-03/MS 15-02 CB 15-4616 t PLAN CHECK NO: I SET#: I ADDRESS:: Lot 1/House 1/175 Chinquapin Avenue —'a This plan check review is complete and has-been APPROVED by the Planning ( Division BY: Greg Fisher, - T A Final Inspection by the Planning Division is required Yes No You may also have corrections from one or more of the divisions listed below. Approval - from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions This plan check review is NOT COMPLETE. Items missing or incorrect are listed on 7 - the attached checklist. Please resubmit amended plans as required. p - - - S - 1• F. •4 Plan Check Comments have been sent to: • - I .-• - . - -' - :__ For questions or clarifications on the attached checklist please contact the following reviewer as marked: :. PL!ANNING ENGINEERlNG FIREPREVENTION 76060246101 7606022750 7606024665 [ ._ _'it:: '_-*• .••,•' Chris Sexton' [. - Chris Glassen .--: - Greg Ryan 760-602-4624 760-602-2784 1, 760-602-4663 Chris.Sexton@carlsbadca.gov - 'Christopher.Glassen@carlsbadca.gov Grepory.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 . * 760-602-2741 . - 760-602-4662 - Gina.Ruiz@carlsbadca.gov '• ValRay.MarshàIl@carlsbadca.ov Cnthia.WonW?carIsbdca.gov V\j Greg Fisher - Linda Ontiveros ;• Dáminic Fieri . 760-602-4629 - . - 760-602-2773 I' - - 760-602-4664 - • - - - Linda.0ntiveros@carIsbadcaov Dominic.Fieri@carlsbadca.gov .- - - - ,_• . p___. - - - 'p I • - I - I - !. Remarks: Project conforms to PUD 15-04/SDP 15-03/MS 15-02 Plan Check No. CB 15-4616 Address Lot 1/Housel/175 Chinquapin Avenue Date 1/8/16 Review#1 Planner Greg Fisher Phone (760) 602- 4629 APN: Type of Project & Use: New SFR's Net Project Density: DU/AC Zoning: RDM General Plan: R-15 Facilities Management Zone: 1. CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 2 3 Legend: Item Complete LI Item Incomplete - Needs your action LI LI Environmental Review Required: YES LI NO N TYPE Exempt 15332 DATE OF COMPLETION: 9/2/15 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Resolution 7120— See page 2 El R Discretionary Action Required: YES N NO LI TYPE Coastal Permit issued by the CCC. APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: PUD 15-04/SDP 15-03/MS 15-02 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approvals Resolution7120 - See page 2. Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO Li CA Coastal Commission Authority? YES NO Li If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Required LI LI Habitat Management Plan Data Entry Completed? YES LI NO Z N/A If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) LI LI Inclusionary Housing Fee required: YES LI NO N REFER TO PUD 15-04 STAFF REPORT (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry completed? YES LI NO LI (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) LI Housing Tracking Form (form P-20) completed: YES LI NO N/A LI P-28 Page 2 of 4 07/11 r Site Plan: ZL1L Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines • LI LI Applicability: YES Z NO LI • LI LI Project complies: YES Z NOD Zoning: • LI El Setbacks: Front: Required 10 feet to residential structure Shown >10' Garage: 20 feet req.; 20 feet shown Interior Side: Required 5 feet Shown 5.6 feet Rear: Required 10 feet Shown 11.1 feet • LI III Accessory structure setbacks N/A - NONE PROPOSED • LI LI Lot Coverage: Required/Allowed 60% MAX Shown 50% LI LI Height: Required 30' MAX Shown 29.11 LI LI 5. Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments: f Prior to the issuance of a building permit, the following conditions from resolution 7120 are required to be satisfied. 1) Condition 6— Submit Site Plan Mylar ondition 11 - COUP (test soil material for suitability with sand replenishment program). ndition 12 - Return Notice of Restriction. This document will be prepared by the planner and mailed to applicant. 4) ConJitions 13 & 14 - Apply for formal landscape approval. Application and fees are required. P-28 Page 3 of 4 07/11 I . b )Condition 15—Submit draft copy of CC&R's. nclition 25— Submit mechanical ventilation plan prior to issuance of building permit. I 7 efer to the specific conditions contained within Resolution No. 7120 for further information. 8) rovide copy of the approved Coastal Permit issued by the California Coastal Commission. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT ATE9/I J V / I,] P-28 Page 4 of 4 07/11 STATE OF CALIF( IA-NATURAL RESOURCES AGENCY ,. EDMUND C. BROWN. JR., GOVERNOR CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST DISTRICT OFFICE 7575 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CAL1F0RN1A92108-4402 A 0 P11 (619)767-2370 FAX (619)767-2304 WWW COASTAL CA, COY e Page 1 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT On December 10, 2015. the California Coastal Commission granted to Rincon Real Estate Group, Inc. 1 this permit subject to the attached Standard and Special conditions, for development consisting of Demolition of three existing attached residential units and construction of three detached, three-story, single-family residences (approximately 3,104 sq. ft., 3,369 sq. ft., and 3,185 sq. ft.) on a 9,867 sq. ft. lot more specifically described in the application filed in the Commission offices. The development is within the coastal zone at 165-175 Chinquapin Ave, Carlsbad (San Diego County) (APN(s): 206-070-02-00) . Issued on behalf of the California Coastal Commission by Charles Lester Executive Director Keri Robinson Coastal Program Analyst ACKNOWLEDGMENT: The undersigned permittee acknowledges receipt of this permit and agrees to abide by all terms and conditions thereof. The undersigned permittee acknowledges that Government Code Section 818.4 which states in pertinent pan of that: "A Public entity is not liable for injury caused by the issuance... of any permit..." aplies to the issuance of this permit. IMPORTANT: THIS PERMIT IS NOT VALID UNLESS AND UNTIL A COPY OF THE PERMIT WITH THE SIGNED ACKNOWLEDGEMENT HAS BEEN RETURNED TO THE COMMISSION OFFICE. 14 Cal. Admin. Code Section 13158(a). Date: Signaiure tPage2 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT STANDARD CONDITIONS: Notice of Receipt and Acknowledgment. The permit is not valid and development shall not , commence until a copy of the permit, signed by the permittee or authorized agent, acknowledging receipt of the permit and acceptance of the terms and conditions is returned to th Commission office. 2 Expiration If development has not commenced, the permit will expire two years from the date on which the Commission voted on the application. Development shall be pursued in a diligent manner and completed in a reasonable period of time Application for extension of the p&rrnit must be made prior to the expiration date. 3. Interpretation., Aiiy questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. t . 4 Assignment The permit may be assigned to any qualified person provided assignee files with the Commission an affidavit accepting all terms and conditions of the permit. 5. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the permittee to bind all future owners and posse I of the subject property to the terms and conditions. SPECIAL CONDITIONS: This pet granted subject to the following special, conditions: Final Plans. PRIOR.TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the aphcant shall submit for review and written approval by the Executive Director, final plans approved by the City of Carlsbad that are in substantial conformance with the plans by Rincón Real Estate Group, Inc date stamped as received on September 14, 2015. The applicant shall undertake development in accordance with the approved plans. Any propdsed changes to the approved plans shall be reported to the Executive Director. No changes to the plans shall occur without a Coastal Commission approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. 2. Final Landscape/Yard Area Plans. PRIOR TO THE ISSUANCE OF THIS COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review' and written approval final landscaping and fencing plans Said plans shall first be stamped approved by the City of.Carlsbad and be in substantial coñformànce with the plans submitted by Rincon Real Estate Group, Inc date stamped as received on November 5, 2015, and shall include the following \ Page 3 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT View corridors on the northeast and southwest side yards of each house, each approximately between 5 ft. and 5.5 ft. in width, shall be kept free of all structures and free of landscaping which at maturity would rise above a ieasonable view line from vehicles passing on the public road. The total width of these view corridors shall equal approximately 33 ft. in width. All proposed landscaping in the front yard area shall be maintained at a height of two feet or lower (including raised planters) to preserve the views from Chinquapin Avenue toward the ocean. All landscaping shall be drought tolerant and native or non-invasive plant species. All landscape materials within the identified view corridors shall be species with a growth potential not to exceed two feet at maturity. No plant species listed as problematic and/or invasive by the California Native Plant Society, the California Invasive Plant Council, or identified from time to time by the State of California shall be employed or allowed to naturalize or persist on the site. No plant species listed as "noxious weed" by the State of California or the U.S. Federal Government shall be utilized within the property. All fencing, gates, or 'patio railings in the identified view corridors within the front, rear, or side yard setback areas shall use clear glass above two feet in height in order to protect public views. If using potable water for irrigation, only drip or micro spray irrigation systems may be used. A written commitment by the applicant that five years from the date of the issuance of the coastal development permit for the residential structure, the applicant will submit for the rd view and written approval of the Executive Director a landscaping monitoring report, prepared by a licensed Landscape Architect or qualified Resource Specialist, that certifies whether the on-site landscaping is in conformance with the landscape plan approved pursuant to this special condition. The monitoring report shall include photographic documentation of plant species and plant coverage If the landscape monitoring report indicates the landscaping is not in conformance with o has failed to meet the performance standards specified in the landscaping plan approved pursuant to this permit, the applicant, or successor in interest, shall submit a revised or supplemental landscape plan for the review and written approval of the Executive Director. The revised landscaping plan must be prepared by a licensed Landscape Architect or Resource Specialist and shall specify measures to remediate those portions of the original plan that have failed or are not in conformance with the original approved plan. The applicant shall undertake the development in accordance with the approved plans. Any proposed changes to the approved plans shall be reported to the Executive Director. No changes to the plans shall occur without a Coastal Commission-approved amendment to this coastal development permit unless the Executive Director determines that no amendment is legally required. A ( Fage4 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT 3 Exterior Treatment PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit for the review and written approval of the Executive Director, a color board or other indication of the exterior materials and color scheme to be utilized in the construction of the proposed residence and improvements This documentation shall comply with the following requirements: a. The color of the proposed residences and rooves permitted herein shall be restricted to colors compatible with the surrounding environment (earth tones) Including shades of green, brown, and gray, with no white or light shades and no bright tones except as minor accents. 4. Deed Restriction. PRIOR TO THE ISSUANCE OF THIS COASTAL DEVELOPMENT PERMIT, the applicant shall submit to the Executive Director for review and written approval documentation demonstrating that the landowner has executed and recorded against the parcel(s) governed by this permit a deed restriction, in a form and content acceptable to the Executive Director (1) indicating that, pursuant to this permit, the California Coastal Commission has authorized development on the subject property subject to the terms and conditions that restrict the use and enjoyment of that property, and (2) imposing the special conditions of this permit as covenants, conditions, and restrictions on the use and enjoyment of the property. The deed restriction shall include a legal description of the entire parcel or parcels governed by this permit The deed restriction shall also indicate that in the event of an extinguishment or termination of the deed restriction for any reason, the terms and conditions of this pen-pit shall continue to restrict the use and enjoyment of the subject property so long as either this permit or the development it authorizes, or any part, ' modification, or amendment thereof, remains in existence or with respect to the subject property. G:\Sàn Diego\.Permits 2000\6-15-1415p.docx PASCOLARETSUITER -& ASSOCIATES CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING November 22, 1-016 . PLSA 2276 City of Carlsbad Building Dept. 1635 Faraday Avenue Carlsbad, CA Re: Height Certification for 165 Chinquapin Dwg. No. 490-5A To Whom It May Concern: Please be advised that in November 19, 2016 this office field surveyed the height of the structures on the above referenced project. Based on the lower of existing or natural grade and factoring in the roofing materials, we have found the building heights to be as follows: Location Height Building 1 29.8' Building 2 29.7' Building 3 29.9'. If you should have any questions in reference to the information listed above, please do not hesitate to contact this office. Sincerely, 9os'eph ' as,PLS 5211 Principal Land Surveying Pasco Laret Suiter & Associates, Inc. 61 t i FL A7 tiks c'(4-EF'o c Pb#a ; ai ,a• 1. a. I- !± ?Ao .57Jif ID RECEW APR O U't3 CITY OF CARLA BUILDING DIVISION a 1154um '-~! I - USGS-Provided Output Al — 2O15M%pouest Some dt 11/4/2015 Design Maps Summary Report ZUSGS Design Maps Summary Report User-Specified Input - Report Title' Carlsbad Lagoon Beach Homes Wed November 4, 2015 18:13:53 UTC BWIdhECoi.è R ceDbcumênt ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) 33.146810N, 117.34333°W SIto!i is&flcflion Site Class D - "Stiff Soil" 1k Czitegory I/Il/Ill "IRZ .4 -' I S000m , ' .•4 ,,...: . I 1sI V i r\\ )J _..* .f '"• ..- -- : .& ''•:•- .*\'"! '-;. -- -. - •.. i'-. .• . •1 •'- '*. \ - . •. -.. •- . •-- I. ; 7~ , 7,; 1L ':2:- FF3!1Yi' JipQ • = 1.162 g MS 1.203'g ' S_ 0.8029 0.446 g = 0.693 g [s 0.462 g For information on how the SS and Si values abovehave 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. MCE Response Spectrum c I I I $ I I I 1.4 •1.i. Period. T (sec) For PGAM, T1, C, and C, values, please view the detailed report. 1/2 Design Response Spectrum 12 I I I • I I l. I. I I 'i.-'' .2':, '.4r L0 1... 1.4; 1J?'j Period, T (sec) May 20, 2015 RE: Simpson Strong-Tie° Wood Sfrong-Wail® Shearwali on a Beam Simpson Strong-Tie Wood Strong-Wall panels may be used on steel or wood beams subject to the following conditions: ) Vs-inch diameter rods shall be used at the holdowns to connect to the member below. Straps are not permitted to connect from the post to the beam below. The beam shall be designed to resist the forces required by Code. The vertical deflection of the beam, due to the overturning moment of the wall, shall be multiplied by the aspect ratio of the wall and added to the horizontal- deflection of the panel. The total horizontal deflection of the panel shall not exceed Code drift. See attached example. Note that the example provided applies when the panel is located anywhere along the length of the beam. The effects of torsion on the beam are beyond the scope of this letter and shall be addressed by the registered design professional. The information in this letter is valid until 5/1/2016 when it will be re-evaluated by Simpson Strong-Tie. Please visit www.strongtie.com for additional pertinent information. If you have questions or need further assistance regarding this matter, please contact the Simpson Strong-Tie engineering department at 800.999.5099. Sincerely, SIMPSON STRONG-TIE COMPANY INC. End.: Page 1 of 2 L-L-SWONBEAM15 rpt 5956W Las Posltas Boulevard Pleasanton CA 94588 Phone 925 560 9000 Fax 925 847 1605 www.strongUe.com Wood Strong-Wall5 Shearwall Top of Panel Displacement due to Diflection of Wood Beam. Example similar to problem found in SEAOC Seismic Design Manual Volume II - Building Design Example (2009 IBC). See pages 82-83. SW32X9-RF bearing on a 51/a" x 16W Glulam Beam (24F-V4) Lw = Vertical beam deflection at point A minus deflection at point B due to wall overturning where: Lw=[ROT/(3E!L)] x [e2d2 - L2eb + b 3 e +e3b + a2b2] Lh : Horizontal top of wall displacement due to deflection of support beam where: Lh=.Lvxh/c Item Panel Height, Ii Panel Length, C Design Shear, V Panel Allowable Seismic Shear, V Panel Drift at Allowable Shear, Au Panel Overturning Force, Rw = vh/c Beam Modulus of Elasticity, E Beam Moment of lnertla,l Beam Span, L Distance Distance °d" Distance "e" Distance llv Ah Total Drift (ASD), 1ASD L%h + Lau(Vact/V&i) Total Drift (LRFD), 4, = Amplified Drift, S. = C6xe/i Allowable Code Drift, &. = 0.025 x h Value Reference 9.00 ft ESR-1267 Table 2 2.67 ft. ESR-1267 Table 2 1350 lbs. 1505 lbs. ESR-1267 Table 2 0.38 In. ESR-1267 Table 2 4551 lbs. 1,800,000 psi 1919 in.' 18.00 ft. 10.00 ft 8.00 ft. 10.67 ft. 7.33 ft. 0.018 in. 0.060 in. 0.401 in. 0.572 in. 2.290 in. ASCE7.10 Section 12.8.6 2.700 in. ASCE 7-10 Table 12.12-1 Page 2 of 2 L-&-SWONBEAM15 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.1605 www.strongtie.com - - .- I - - - = 74- k a ll - - - T ---4..-- i I . - - - - .- . *.-.-... L. - - - - - •--- - - . - -.--_-------,- . - - -.--- , I •..*.______ .. TLLt 1 . -a--- -... - j-.- . -. . ----------- --,.--- f .J ---•-'---+ .. 1 -. :- -.-,,-. -. j T --.-- ---:------- ------------- ______ . - - -- -- - .0- -.--- '4- -4 ..:.- •- -, ----- . -... - --.-.----'-- •0*" - •._ I-. •--•---------. - I -- L . . - •_____I__I_______•__•_______ :---------- -. - - - - I - • - - .- -. -, • -.----- I I Project Title: Engineer: Project ID: Project Descr. 14288 Danielson Street Suite 200 - Poway,.CA 92064 5 5 APR 2016. R52AM 'Beam on :Elastic Foundation He= C,.ILlserskHTKOeftplpHINQU-.1,ECO 1 tN ERcl 6.15 Description: South wall Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # In Span Mu : Max PhrMnx Stress Ratio S MAXimum Bending Envelope Span #1 1 21.494 -0.02 S 42.61 0.00 5 +1.40D+1.60H : S Span #1 1 21.494 -0.00 42.61 0.00 +1.20D-0.50Lr-'-1.60L+1.60H Span #1 1 21,494 -0.00 42.61 S S 0.00 +1.201)+1.60L-0.50S+1.60H S Span #1 1 21.494 -0.00 42.61 0.00 .1.20D+1.60Lr+0.50L-i-1.60H Span #1 1 21.494 -0.00 42.61 0.00 +1.20D1-1,60Lr4050W-i.1601-$ Span #1 1 11.003 8.28 42.61 0.19 +1.20D+1.60Lr-0.50W+160H Span #1 14.585 7.00 42.61 0.16 +1.20D-e0.50L,1.60S+1.60H - S Span #1 21.494 -0,00 42.61 0.00 +1.200+1.60S40.50W+1601-1 Span #1 : . . 11.003 8.28 42.61 0.19 1.200+1.60S-0.50W+1.60H Span1 1 14.585 . 7.00 42.61 0.16 . +1.2Ds.50Lr.050L-'5N--160H ( Span #1 1 11.003 16.57 42.61 0.39 +1.20D40.5OLr-+0,50L-1OW+160H S . Span# 1 1 14.585 14.00 42.61 . 0.33 1.20D0.50L.0.50S4W+160H 5 Span #1 1 11.003 -' .16.57 42.61 0.39 t+1.20D-e0.50L*0.505-1.0W+1,60H Span #1 1 14.585 14.00 42.61 0.33 Span #1 1 21.494 -0.00 42.61 0.00 .0.90D+Ws0,90H . S Span #1 11.003 16.57 42.61 ' 0.39, +0.90D-1 -0W+0.90H . S Span #1 , 14.585 1400 42.61 0.33 .0L90D4.0.90H ,Span #1 21.494 -0.00 42.61 0.00 Overall Maximum Deflections- Unfactored Loads Load CombinaUon Span Max. - Deft Location in Span Load Combination Max. +" Defi Location in Span Span 1 - 1 0.0447 7.975 - Span I ' -0.1345 21.750 Project Title: Engineer: - ProjedDesci: 14288 Danielson Street Suite 200 , Poway, CA 92064 . . . I File CWsersl)i Beam on Elastic Foundation ENERcALC, INC 1983-fl5, tEIItII. Description: Back 8ackofGarage Project ID: - PrirflecL 5 APR 2OI 1O05Ml Oesktop1CHINQU-1.E06 Id6.15.12.9, Ver.6.15.12.9 CODE REFERENCES Calculations per ACl 318-11 IBC 2012 CBC 20113 ASCE 7-tO 1. Load Combinations Used: ASCE 7-10 . Material Properties ft 1/2 = 2.50 ksi dj Phi Values . 'Flexure: 0.90 .-, ft= fc * 7.50 = 375.0 psi Shear: 0.750 . ir Density = 1450 pcf 0,850 4 ? Lt Wt Factor = 1.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus . = 250.0 psi/ (inch deflection) . Load Combination ASCE 7-10 fy-MainRebar 60.0 ksi Fy - Stirrups 40.0 ksi - I E Main Rebar -. 290000 ksi E Stirrups =29 000 Oks, Stirrup Bar Size # = # 3 1 • Number of Resisting Legs Per Stirrup ..1.0 Beam is supported on an elastic foundation. I - -- -' . . W(11.2) . . W(-11.2) W(11.2) D(00i.4)tf.0.04'> 24" w x 18" h' Span=23.0 'ft. cross Section & Reinforcing Details - Rectangular Section, Width = 24.0 in, Height = 18.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0.0 to 23.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 23.0 ft In this span, Applied Loads - . . . '., Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: W = -11.20 k 1.50 ft 'Point Load: W = 11.20 k A 7.50 ft Point Load: W=-11.20k 16.0 ft Point Load: W = 11.20 k 21.50 ft . Uniform Load: D = 0.010 ksf, Extent = 1.0 ->> 22.0 ft. Tributary Width = 9.0 ft UniformLoad: D=0.0140, L=0.040k/ft,Extent=1.O->22,0ft, Tributary Width =1,Oft DESIGN SUMMARY - ____ axiu m ndin Beg M m Stress Ratio = 0. 613:1 - . Maximum Deflection Section used for this span Typical Section . Max Downward L+Lr+S Deflection 0.000 in Mu: Apj,lied - 28.299 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi : Allowable 4.6.150 k-ft Max Downward Total Deflection 0.095 in Load Combination +1 .20DO.5OLr4O.50L-1 OW Max Upward Total Deflection -0.706 in Location of maximum on span 15.965 ft Span # where maximum occurs Span #1 Maximum Soil Pressure = 3.424 ksf at 23.00 ft Shear Stirrup Requirements . Entire Beam Span Length: Vu < PhiVc/2, Reqd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination (if) Bending Stress Results (k-ft) Segment Lenth Span # in Span MU: Max Ptililnx 'Stress Ratio MAXimum Bending Envelope Span #1 1 15.965 28.30 . 46.15 0.61 (i5) Project Title: En9ineer: Project Descr: Project ID: 14288 Danielson Street Suite 200 ter 5APR 2016 10.0.AM Poway. Pth CA 92064 His * C'\Uses0De1dtCHINQU-1.Efi Beam on Elastic Foundation ENERCALC. INC. 19-2Ol5,8ud6.15.12Ver6.15.1a9 Description: Back of Garage Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu : Max PhiMnx Stress Ratio *1.40D+1.60H Span #1 1 17.318 0,24 46.15 0.01 +1,20D+0.50Lr+1.60L+1.60H Span #1 1 17.318 0.31 46.15 0.01 +1.200+1.50L0.50S+1.60I4 Span #1 1 17.318 0.31 46.15 0.01 +1.20D+1.60LrQ.50L+1.6OH Span #1 1 17.318 0.24 46.15 0.01 +1.20D+1.60Lr40.50W+1.60H Span #1 1 7.576 14.03 46.15 0.30 +1.20D+1.60Lr-0.50W+1.60H Span # I 1 15.965 14.23 46.15 0.31 +1.20D40.50L+1,605+1.60H Span #1 1 17.318 0.24 46.15 0.01 +1.20D+1,60S40.50W+1.60H Span #1 1 7.576 14.03 46.15 0.30 +1.20D+1.605-0.50W+1.6011 Span# 1 1 15.965 14.23 46.15 0.31 +1.20D0.5OLr40,50L+W+1.60H Span #1 1 7.576 27.90 46.15 0.60 +1.20D...50Lr.0.50L-1.0W+1,60 Span #1 1 15.985 28,30 46.15 0.61 +1.20D40,50140,50S+W+1.60H Span# 1 7.576 27.90 46.15 0.60 +1.20D*0.50L.,50S-1.0W+1.60H Span #1 1 15.965 28.30 46.15 0.61 1.20D90.50L40.20S4E+1,60H Span #1 1 17.318 0.24 46.15 0.01 90.90D4W40.SOH Span# 1 1 21.647 1.96 46.15 0.04 40.900-1.0W40.90H Span #1 1 15.965 28.22 46.15 0.61 40.90D4E40.9011 Span #1 1 17,318 0.15 46.15 0.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. - Dell Location In Span Load Combination Max, + Defi Location in Span Span 1 1 0.0951 23.000 an 1 -0.7055 0.000 ( • V. LñWkL A-,Jn-L.yi V IIJt C*T. /1 v//OmM (flifrk) fl?o = V ( Lk . 16' - T__ .7, arç,,& 0-5 F;54,LY 4 i zii. i O5 ' (_ \• . • L AI-) j k1VI4s1.O V V Z -. Psr F • V 312.4:1 - I fl a A NA k 0 l,okt*3 VO4 L.2 00 9 -.------------- -.. - 67 S L(N rOC43 g. I ç VJ47 ,fr) . . '2_oS t- C L1/ LuJ Loø Ls 01 4V?o - 1. '2 3c( !1) 3 + 19, I. iioo -c(f2r2 iA IA.1 18 181 )flj 1 C 1 1 F 1 C ST I 1 LL::: \ / • PON, lot / I TRY L5/ 2-1J1 I 4- - W/s Z'1(OI 4'vA,Y&(S __ L-_I I L-c>j C*CJ t1• s toi$' jig ••••.. 0 LW '2- F'Lf2 101 IT2,. ,A_Loj wA 1330t0o rn'/- 3çD -. i.t' +- i-c 1-z-'-r z(1/) tOh z4't4('V1) D(Ib. Colo 'E p¼,'k jrJ Tev • -(2-')" '1(3)t (/L - J3 3o S-1 14 & / R - - " •' _."\•• _'"•'(' .'y'< _'*- •'." '.\'•' j. L I "''<'•"-' '•-', - 1 2 /,- ____ ; fr 1 . tF/E Mo ig(' •)22 ML /') 70 -•• 2 i 7 UTh/ Total Length of Shear walls in line 0105' ft Roof 1. C A Total Applied Seismic Force to Line 750 lb Sds Q02 Shear Per Length of Shear walls jii6Ib/ft - W IND Uplift Factor(UF) 0.6 Top Plate Height . '8ft Density of Wall . 16 psf [ftj (ft) [lb] (lb-ft) [1bft] [Ibft) (ib'ft]' [lb] Shear Wall Length of Applied . Holddown Shear Wall Label Shear Eff. Length of force on M o M Mail M rTrib M_riot = T Needed Deslgnatlo Wall Shear all - wall - * - M -rUF - a *25* . 750.0 6000.0 1 400.0 .500 330.0 2268.0 YES 4 Total Length of Shear walls in line 8 ft - Roof 1.IB. 1 i' Total Applied Seismic Force to Line 830 lb * - 0.802 g . Shear Per Length of Shear walls 103.75 lb/ft WA I I D Uplift Factor(UF) .- 0.6 VV IFI Top Plate Height Density of Wall 16 psf. IN (ftl fib] [ib*ft] - [lb-ft] [lbft] [lb-ft) [ib] Shear Wall Length.of Applied - Holddown Shear Wall Label - Shear. Eff. Length of force on M-0 M rWall M rTrib M_rTot = T Needed Deslgnatio Wall Shear Wall , . wall - - M rUF - 'I a ,8 8.00 830.0 7055.0 4352.0 1536.0 3532.8 440.3 NO 3.0 A Total Length of Shear wails in line 8 ft Roof 1.8.2 Total Applied Seismic Force to Line 1000 lb Sds 0802g. Shear Per Length of Shear walls 125 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height . 8 ft Density of Wail . . 5 IN [ft] jib] . [lbft] Llbft1 f1bft] .(lb*ftl fib] Shear Wall Length of Applied . . . Holddown Shear Wall Label Shear Eff. Length of . force on M-0 M rWali M rTrib M r-rot = - T Needed Designatlo Wall . Shear Wall wail - - M rUF , a 8 - 8.00 1000.0 8000.0 4096.0 156.O - 4165.4. 479.3 NO 3.0 S $(D •' 4 :.:.; • 4 Total Length of Shear walls in line 8 ft - Roof 1.1.2 a Total Applied Seismic Force toLine 846 lb Sds ,.0.802g • Shear Per Length of Shear walls 105.75 lb/ft SEISMIC . I .UpliftFactor(UF) 4. - 0.7396 . Top Plate Height Density of Wall . . - 16 psf [fr] (hI [lbj [1bft) [1bft] -(1b4ft1 [lb-ft) [lb) Shear Wall Shear Wail Length of - Eff. Len" of Applied. . -, M tot - -- . HOlddOWfl Designatlo Label Shear force on Mo MrWall M iTrlb - - T Needed Shear Wall .M_rUF fl Wall - . wall . a 8 800 8460 63450 38400 23040 45441 2251 NO 3 Total Length of Shear walls in line 6 ft Roof 1 1 6 Total Applied Seismic Force to Line 588 lb Sds Shear Per Length of Shear walls . 98 lb/ft Uplift Factor(UF) . . 0.7396 SEISMIC . -. Top Plate Height . Density of Wall - - . -, is psf [ft] [ft] [Ibi (Ibftj. [1b4ft) - [lbfti [1b4ft] . (lb] Shear Wall Length of 4 Eff. Length of Applied . MjTot = - . Holddown Shear Wall oeslgnatlo Label Shear force on M_o M rWall M rTrib T - Needed Shear Wall - M_rUF I. Wall wall . . - a 6. 6.00 588.0 4410.0 2160.0 1296.0 . 2555.1 309.0 NO 3.0 .4 p 5' - - Total Length of Shear walls in line .. 8 ft - Roof 1.2.6 TotalAppliedSeismicForcetoLlne 1024 lb -4.-, • Sds . . ..0802g - Shear Per Length of Shear walls ,. .• .128 lb/ft 0 . . I lvii SEISMIC Uplift Factor(UF) 0.7396 - . . . - . - Top Plate Height .. 75 ft Density of Wall .16 psf [ft) [ft] [lb] (1bftJ [lb-ft) [lb-ft)IT [1bft1 [lb] Shear Wall - length of Applied - - . . Hoiddown Shear Wall Label - Shear Eff. Length of . force on - M 0 . M rWall M rTrib M rot = - . - Needed Designatio Shear Wall - ,. - - M rUF Wall wall a . 8 8.00 l 1024.0 - 7680.0 3840.0 . -1792.0 4165.4 439.3 NO 3.0 . Total Length of Shear walls in line 6 ft Pflflf I A Total Annlid Seismic Fnrri' I -r .J 4. - . . ._._. ''rr' ---------- -----.-.---. Sds - - 0.802:r ------4-.-,. - - Shear Per Length of Shear walls, . - 98 lb/ft SEISMIC . Uplift Factor(lJl) .-- .'O.7396 - Top Plate Height . - - .75 ft Density of Wall 16 psf [ftj [ft] [lb] [lb-ft) bftJ Db'ftj [1bft1 [Ib] - ShearWall thriethof Applied PP . 4 . l4olddown Shear Wall Label . Shear Eff. Length of force on . M 0 M rWall M rlrib M rTot - T Needed Designatio wall Shear Wall wall - . - - M rUF - . . 6.00 588.0 1 4410.0 2160.0 1008.0'- 2343.1 344.5 1 NO . 3.0 • - Total Length of Shearwalls in line ft 8 3RD - 1 B.2 Total Applied Seismic Force to Line 2905 lb Sds 0802 g Shear Per Length of Shear wails - - 363.125 lb/ft % A I i i - -V Uplift Factor(UF) 0.6 vviigij .- . Top Plate Height Density of Wall 16 psI Ift) [ft] Ilbi [lb'ft] Fib'ft]' [lb'ft] [lb'ft] . Shear Wall Length of Applied Holddown Shear Wall Label Shear Eff. Length of force on M a M_rWall M_rTrlb M_rTot = -r Needed Designatlo Shear Wail . . M_r'UF fl Wall ' wall . a - - 8.00 2905.0 26145.0 4608.0 -1952:o; 3936.0 2776.1 YES '4.0 C,- - Total Length of Shear walls in line 3RD 1. B. I r Total Applied Seismic Force to Line 2435 lb Sds * . G:802 g * Shear Per Length of Shearwalls - ,1ib/ft All i i D VVIII Uplift Factor(UF) . 0.6 - Top Plate Height DensityofWall - 10 psf Efti Itt] . [lbj Llb'ft) (lb-ft] [lb-ft) [lb-ft] [ib] S ar Wall Shear Wall Length of Eff. Length of - Applied - M_tTot- Holddown Deslgnatio Label Shear force on M o M rWail M rlrib T Needed Wall Shear Wall wall . - - - M r'UF - a 5. 5.00 2435.0 21915.0 1125.0 3395O 2712.0 3840.6 YES S * V. Total Length of Shear walls in line '. ' ' 6.5 ft 3RD iC I Total Applied Seismic Force to Line 3450 lb Sds 0.802g ' Shear Per Length of Shear walls . 530.76923 lb/ft V V II l l••/ ' WI ND ' Uplift Factor(UF) V '• 0.6 * - Top Plate Height ' . Density of Wall - - - 16 psI IN [ft] (lb] Fib'ftl [lb*ft] llbft] [lbft) [lb] * V Shear Wall Length of Applied - Holddown Shear Wall Label Shear Eff. Length of force on M o M rWall M rTrib . M_rTot T Needed Designatlo Shear Wall , - V - - M * -Wall - wall ' , V - r'UF . a .- ,- 6.50 - 3450.0 . 31050.0 3042.0 295,8 ' 2002.7 4468.8 YES - 6.0 lFzm (4 3hi o Iq'ft? - V '-'1 .• . '- . V.: 'V. V •• 4 I H -- . - Total Length of Shear walls In line 10 ft , - ,FL 3RD R 1 la Total Applied Seismic Force to Line 1330 lb Sds l.,.0802g. Shear Per Length of Shear walls 133 lb/ft SEISMIC Uplift Factor(UF) . 07396 Top Plate Height . 9 f Density ofWall . 16 psf [ft] IN llb) tlbftJ (lbftl [lb-ft] [Ib'ftj Jib] ShearWall Length of ' . Applied .. . ----' iloiddown Shear Wall Label Shear Eff. Length of . force on . M o M rWall M rTrlb M rTot= - r Needed Design ti well Shear Wall wail . - - - . M rUF - a 10'I 10.00 1330.0 11970.0 7200.0 2732 U-4.1 7345.7 1 462.4 NO 3 I * H - , - Total Length of Shear walls In line 24 ft r 3RD FL R 1 1 b,c Total Applied Seismic Force to Line 2414 lb Sds 0802 g Shear Per Length of Shear walls 100.58333 lb/ft SEISMIC,' Uplift Factor(UF) 0.7396 - - . . . Top Plate Height L.-.-....ft Density of Wall - 16 paf [ft] (ftj jib] (lbft) [1bft] [1bft] flbtft) fIb) Shear Well Length of Applied Hoiddown Shear Wall Label Shear Eff. I.enoth of. force on M o M Mail M rlrib M - rTot . T Needed Deslgnatio Wall ShearWall wall - - M rUF a 10 10.00 1005.8 9052.5 7200,0' --.700 0, 5842.8 321.0 NO 3.0 b . 8.00 804.7 7242.0 4608.0 13440 4402.1 355.0 NO 3.0 c - 6 5.00 603.5 5431.5 1 2592.0 0 3221.7 368.3 NO 3,0 Total Length of Shear walls in line 3RDiILR 1.2.4 Total Applied Seismic Force toljne 466 lb Sds L08o2g Shear Per Length óf Shear walls 93.2 lb/ft SEISMIC Uplift Factor(UF) .07396 Top Plate Height . ft Density of Wall .. . 16 psf * Ift) [lb] [1bft) [1bft) 'llbft] [lbftJ [ib) ShearWall Lengthof Applied . . -. Holddowrn ShearWall Label Shear Eff. Length of force on M_o ,. M_rWall M_rTrjb MrTot = i Needed Des gnatlo Wall . ShearWall . wall . M r0F - 0 a 5. 5.00 466.0 4194.0 1800.0 . 1136.0 2156.7 1 407.5 1 NO 3.0 Total Length of Shear walls In line 95555556 ft ,3RDFLR 1.40 , Total Applied Seismic Force' to Line .. 2633Ib' Sds 40 11 802 g Shear Per length of Shear walls . 170.89535 lb/ft SEISMIC • SEISSEISMIC ' Uplift FtQ'(UF) 0.7396 Top Plate Height . .9 ft Density of Wall . - • ' 16 psf IN [ftl [lb] [Ibft) [ibft] llbftl- (lb-ft) . (ib) ShearWall Langthof Eff. Length of Applied I " . Hoidd*wn ShearWall Label Shear Shear Wail force M_o MrWall M rrrib M_rTot= r Needed Designatio Wall . - wall - M_rUF a 4 3.56 . 607.6 5468.7 1152,0 840,0 - 1473.3 998.8 YES 3.0 b 6 600 10254 1 92283 25920 18900 33149 9856 YES 30 4 LLI/ & -- - '• . Total Length of Shear walls In line 35 ft 210 If Total Applied Seismic Force to Line 3000 lb Sds . 0.802g Shear Per Length of Shear walls - 857.14286 lb/ft Uplift Factór(IJF) 0.6 WIN D , • Top Plate Height 3 . .9 ft __________ ________ _______________ • Density of Wall - 16 psI - [ftj . ftJ (lb) [lb*ft) (lb*ftJ [1bft) [lbft fibj Shear Wall. length of Eff. Length Applied HoiddownLabel M_rlot IDesignatio 'Shear force on Mo MrWail MrTrlb T Needed Shear Walt -,Mr*UF Wall wall ' . . - a 35' 3.50 30000 27000,0' 882.0 ." 529.2 75631 YES 14 • Total Length of Shear walls in line - , . t 10.5 ft .• 2AID 1. B.2 ' Total Applied Seismic Force to Line 80431 lb Sds 080g Shear Per Length of Shear walls , 766 lb/ft WI ND • . Uplift Factor(UF) •' , 0.7396 , Top Plate Height , . It - Density of Wall 10 psf - (It] lIt] [lb] .[lbft] [lbft] . [lbft] [lb-ft] [lb] Shear Wail' Len th of • . A lied . ' . Hoiddown Shear Wall Label Shear Eff. Length force on M_o M_rWall M_rTrlb Sheir Wall Deslgnatio rTot T Needed OF Wall , . wall .• - 'a 6.00 4596.0 41364.0 - 1620.0 504.O . 1570.9 6632.2 YES ' 14.0 b 430 3447.0' 31023.0 911.3 2835 883.6 6697.6 YES '14.0 4. - V . 4 4 4 . . _1 . I • . - '4, ,_ 4, • 4' p .'' '4'• ' 4 ' , ' I '' ' .. • I , "I ' . ' - I - . •,.,• I. ' ' • . '4' - I Total Length of Shear walls inline 16 ft 2nd 1.2.8 Total Applied Seismic Force to Line 2476 lb Sds 0802g Shear Per Length of Shear walls 154.75 lb/ft SEISMIC Uplift Factor(UF 0.7396 Top Plate Height loft Density of Wall 16 pat (ft] IN [lbl IlbftJ [lblt] llbft] Llb'ft] Pb] ShearWall Lengthof Applied Hoiddown Shear Wall Label Shear EU Length of forte on M o lvi rWall M ririb M rTot = - r Needed Deslgnatlo Shear Wall - - - M- rijF Wall wall a 16 16.00 2476.0 34760.0 20480.0 119200 28400.6 397.5 NO 3 Total Length of Shear walls in line 13 ft 2nd i.la Total Applied Seismic Force toLine 1972 lb Sds O.802g Shear Per Length of Shear walls 151.69231 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height -10 ft Density of Wall 16 p5f Ift) Ift) Ilbi ]lb*ft] (1bft] bft) )1bftJ [lbj Shear Wall Lengthof Applied HaiddOWfl Shear Wall Label Shear Eff. Length of force on M_o M ,wall M rTrib M riot = . - Needed Desugnatio Wall Shear Wall wall - - M - rUF a 13 13.00 1972.0 19720.0 13520.0 5915.0 14374.1 411.2 NO 3.0 - Total Length of Shear walls in line 16 ft 2nd 1.1b,c Total Applied Seismic Force to Line 3550 lb Sds oftO?g Shear Per Length of Shear walls 221.875 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height 10 ft Density of Wall 16 pat Ift) [ft) Ib) llbft) [lbft] tlb*ft) !1b4ft) (Ib) Shear Wall Lengthof Applied Holddown Shear Wall Label Shear Eff. Length of force on M 0 M_rWall M ririb M_riot = r Needed Deslgnatto Wall Shear Wall wall - - M -rUF a 6 6.00 1331.3 13312.5 2880.0 2016.i) 3621.1 1615.2 YES 3.0 b 10 1 10.00 2218.8 j 22187.5 1 8000.0 1547.0 17356.2 483.1 NO 1 3.0 - Total Length of Shear walls in line 8 ft 2nd 1.4b Total Applied Seismic Force toune 1125 lb Sds 0802g Shear Per Length of Shear walls 140.625 lb/ft SEISMIC Uplift Factor(IJF) ?.7396 Top Plate Height 8 ft Density of Wall 16 pat [ft IN (lb] )1b -ft) [lb-ft] lbftJ [lbft) (lb) Shear Wall Length of Applied Holddown Shear Wall Label Shear EU. Lengt h of force on M_o M_rWall M_rTrjb M_rTot = i Needed Designatfo Wall Shear Wall wall M- rUF fl a 8 8.00 1125.0 1 9000.0 4096.0 1 2216.0 5112.1 485.0 1 NO j 3.0 IIDesigned I4 I!Flc 1 - f LtI5 Sari 0 Ia a 14288 Dan I alcoa Street, SuiteD 200, Poway, CA 92964, 658) 679-a989, Fee (888) 618-8959 C4LoILo STRUCTURAL CALCULATIONS PROJECT: DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 256 £ - PSI MASONRY: GRADE "N'T CONCRETE BLOCK F' M PSI MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS SEISMIC FORCE: SDI WIND FORCE: 116MpPt C) #2 #2 STUD OR BETTER REPORT BY: CWI1CA ,0_,fnJ 1 REPORTNO.: SOIL PRESSURE:_________ DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD SLOPING FLAT INT. EXT. U ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS JNSUL. & CLG. INSUL. & CLG. misc. misc. RECEIVED TOTAL = TOTAL = ROOF LIVE LOAD FLOOR LIVE LOAD APR 06 2016 SLOPING = INTERIOR 40 PSF CITY OF CARLSBAD FLAT= BALCONY 60 PSF(U.Q.N.) BUILDING DIVISION EXIT WALKWAY 1.00 4iPSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. OL 1m Lifl VLI9fF Q.LL'ôtF f2L1zfSF OopF RM .A-t4T (ii 1A1 f.B.I i.& '1 - I GI3 Ei3J IlY ---:-+ ALr. lB tB1 iC :1iA 1A.'1 - 14 HOUSEI 3RD FLOOR FRAMING PLAN SC.A.E &.r- Project Title: Engineer: Project ID: Project Descc 14286 Danielson Street Suite 200 PowayA 92064 -- . .. . . 24 NOV I5, 1:34PM Wood Beam FiteC1U1l(0sktopUMCHlNQU—ltCHJNOLk-1 EC6 . ENEKA11C INC 193-20i5 8ui1d81539 Verti.1539 11 Description: Ri CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE'7-10 Load Combination Set: ASCE 7-02 Material Properties . Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elasticity Load Combination ASIDE 7-02 Fb - Compr 1350 psi Ebend-xx 1600ksi Fc - Prll 925 psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi Wood Grade No.1 Fv 170 psi Ft 675 psi Density 32.21 pcf Beam Bracing . Beam is Fully Braced against lateral-torsiob buckling 0(0.1280) Lr(0.160) -.-...-... . ... ... ......... -..... V.,... ....... ...... .... ..... ....... ..... ....................... ...V ............--.-. .....V ........V 6x12 r ' . 6*12 Span = 17.0 ft Span = 2.50 ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0160, Ii = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.599 1 Maximum Shear Stress Ratio = 0249 1 Section used for this span . 6x12 Section used for this span 6x12 fb : Actual . 1,010.13psi fv: Actual 52.82 psi FB : Allowable 1 687.50psi Fv Allowable 212.50 psi Load Combination +D+Lr, LL Comb Run (L) . Load Combination +D+Lr, LL Comb Run (LL) Location of maximum on span = 8.453ft Location of maximum on span = 16.050ft Span # where maximum occurs . Span # 1 Span # where maximum occurs Span#1' Maximum Deflection . Max Downward Transient Deflection 0.272 in Ratio = 749 Max Upward Transient Deflection -0.127 in Ratio = 472 Max Downward Total Deflection 0.478 in Ratio = . 426 Max Upward Total Deflection -0.219 in Ratio = 274 Overall Maximum Deflections Load Combination Span Max.'-" Dell Location in Span Load Combination +04r, Li Comb Run (LI 1 0.4783 8.547 2 ' 0.0000 8.547 . +D4r, U- Comb Run (LI Vertical Reactions . Support notation: Far left is #1 Load Combination . Support Support Suppor0 Overall MAXimum 2.424" S.221 Overall MINimum .0.029 0.429 D0niy . 1.064 1.432 +O+L, LL Comb Run (L) 1.064 1.432 +DiL, LL Comb Run (LI 1.064 1.432 iOiL, LL Comb Run (LL) 1.064 1.432 U. Comb Run (1..) 1.035 1.861 Max. '- Deft Location in Span 0.0000 0.000 -0.2186 2.500 Values in KIPS Project Title: Engineer Project ID: Project Descr: 14288 Danielson Street . Suite 200 PowayCA92064 Pinoe24 NOV 15,t34PM %Ai ,1 D File = C Users.HT JNlCHlNQU-1\cWNOU-1 EGO ! vvOOu earn . . . ENERCALC.INC. 1983.20158uat6,15i9 Ver61539 T1StL L Description: H2 CODE REFERENCES . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 71O Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable stress Design Fb - Tension 2325 psi E Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2325 psi . Ebend- xx 1550 ksi Fc - Pill 2050 psi Eminbend - xx 787.8 l5ksi Wood Species : iLevel Truss Joist Fc - Peip 800 psi Wood Grade : TimberStrand LSL 1.55E . Fv 310 psi Ft 1070 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateial-torsion buckling 0(0.014) L(0.04) V V V V V - —o4m-tTa10 0 0(0.1ls L'0.341 . . V V V V Span 6.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 8.50 It Uniform Load: D = 0.0160 ksf, Tributary Width = 9.0 ft Point Load: 0=3.0, Lr=0.4750, L=2.765k@2.oft Uniform Load: D.=O.0140, L=0.040k111, Extent =0.0—>>2.0ft, Tributary Width =1.0ft . . DESIGN SUMMARY ... ... Maximum Bending Stress Ratio .= 0.99 1 Maximum Shear Stress Ratio = 0760 I Section used for this span 3.5x9.5 Section used for this span 3.5x9.5 fb : Actual 2,313.82 psi N: Actual = . 235.69 psi FB:Allowable 2,325.00ps1 Fv:Allowable = 310.00 psi Load Combination . +1)4. . Load Combination . +D+L Location of maximum on span 2.015ft Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in . Ratio = 968 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.146 in Ratio = 491 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections' Load Combination Span Max. - Dot Location in Span Load Combination Max. '+' Defi Location in Span ....... 1 0.1 25 o:0000 Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination . Support I Support 2 Overall MAXnum 5.742 3.749 Overall MINirnum 0.317 0.158 DOnty . 2.812 1.794 +D+L 5.742 3.749 sD+Lr 3.129 1.952 - 2.812 1.794 Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 Poway,CA92064 Pintcd:24NOV2015,135PM Wood Beam File . i\Users\HTKDesktopJMCHlNQU1cHINQU-1 ECS ENERCALC INC 1.2 BuiId615 39 Ver 61539 J ZE'j'7 . Description: H3 CODE REFERENCES - Calculations per NDS 2012; IBC 2012, CBC 2013, ASCE 7-10. Load Combination Set: ASCE 7-10 . . Material Properties . Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . . Fb - Compr . 900 psi Ebend-xx 1600ksi Fc - PrlI 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 . Fv 180 psi Ft . 575 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ..__. I ......... V V V I V V V V II 1O) LtO.3 V V 010 SpanCOft Service loads entered. Load Factors will be applied for calculations. Applied Loads Uniform Load: 0 = 0.0140, L = 0.040 kst, Tributary Width = 7.50 ft Uniform Load: D = 0.0160 ksf, Tributary Width = 11.0 ft Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 7.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.974 1 Maximum Shear Stress Ratio = Section used for this span 4x10 . Section used for this span fb Actual = 1052.16psi fv: Actual = FB : Allowable 1,080.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span 3.00011 Location of maximum on span = Span # where maximum occurs Span # 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection . 0.047 in Ratio = 1536 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.077 in Ratio = 932 Max Upward Total Deflection 0.000 in Ratio = 0,<240 L -77. 1 4x10 100.64 psi 180.00 psi 40-fL 0.00011 Span # I Overall Maximum Deflections Load Combination Span Max. Deft +0i4. 1 0.0772 Vertical Reactions Load Combination Support 1 Support 2 (ivèràlfMAXiniurn 2.918 2.918 - Overall MINimum 0.689 0.689 0 Only . 1.148 1.148 2.918 2.918 +D+Lr 1.148 1.148 1.148 1.148 +D+0.750Lr-.0.750L 2.475 2.475 Location in Span Load Combination Max. -*- Deft Location in Span 3.022 . 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Project Title: Engineer Project ID: Project Descr: 14288 Danielson Street Suite 200 Pth24Nov 2O15.15M - Wood B Beam Fda C.\UserH DeskpJ.CHINQU-l\CHINOU-1 EC6 - EERC1C. INC 1983.2015, Biidd.615.3.9.Ver61539 Description: H4. CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend-xx 1,600.0ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Ri 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0.088) Lit 0.11) 4xS Span 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. - Uniform Load: D=0.0160, Lr = 0.020 ksf, Tributary Width = 5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.737.1 Maximum Shear Stress Ratio = 0.244: 1 Section used for this span 4x6 Section used for this span 4x6 ft : Actual = 1,077.19psi fv: Actual 54.96 psi FB : Allowable 1,462.50 psi Fv: Allowable = 225.00 psi Load Combination -'O4x Load Combination D+Lr Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs 3.Span #1 Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio = 730 Max Upwa,d Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.236 in Ratio = 406 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. D Location In Span 1 8.2364 4.029 0.0000 0.000 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 bverat MAXimum - 0192 - O.792 Overall MiNimum 0.211 0.211 O Only 0.352 0.352 4041 0.352 0.352 +D4r 0.792 0.792 +0+S 0.352 0.352 +D+0.750Lr-'0.750L 0.682 0.682 +D+0.750L-.0.750S 0.352 0.352 -'0*0.60W 0.352 0.352 2 Project Title: Engineer: Project Descr. Project ID: 14288 Danielson Street Suite 200 Powayç92064_ . ............U.--..- ...................P4 NOV l5,1M Wood Beam . . . File C\Usem\HTItDeknpJMCHiNOU-1tCHINQU-i EC6 . . . ..........ENERCALC, INC.19.2O15.8u6153 Ver6 1539 Description: B1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900.0 psi E : Modulus of Elaslicity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0ksi Ec - Pril 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLeveJ Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE . Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(0.028) L(O.OB) V V V V V 0(0.144) 0(0.42)P1(0.51) y y y 0(2.01) Lr(54) 1(2.04) 0(0.014) U0.04( V V V V . V . .... . 5.25x11.875 Span = 17.0 ft Applied Loads . . Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0140, L = 0.040, Tributary Width = 1.0 ft, (FDL) Uniform Load: 0 = 0.0160 list, Extent = 6.0—>> 15.0 ft, Tributary Width = 9.0 ft Uniform Load: D=0.0140, L= 0.040 ksf, Extent = 6.0 —>> 15.0 ft Tributary Width = 2.0 ft PointLoaci: 0=0.420, L=0.510k@6.0ft Point Load: D =2.010, Lr: 0.540, L=2.040 k@ 15.oft - DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5241 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span fb : Actual 1,518.80ps1 . fv: Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination Load Combination Location of maximum on span . = 9.741 it Location of maximum on span Span if where maximum occurs = Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.264 in Ratio= 772 Max Upward Transient Deflection 0.000 in Ratio= 0 <400 Max Downward Total Deflection 0.566 in Ratio = 360 Max Upward Total Deflection 0.000 in Ratio= 0 <300 5.25x11.875 137.42 psi 290.00 psi +04 16,069 ft Span #1 Overall Maximum Deflections Load Combination Span +04 1 Vertical Reactions Load Combination Support 1 Overall MXimurn 2.404 Overall MiNimum 0.064 DOnly 1.219 +04 2.404 +04r 1.283 Max. - Defi Location in Span Load Combination 0.5659 8.872 'Support notation: Far left is #1 Support 2 5.762 0.476 2.997 5.762 3.473 Max. + Defi Location i Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project lD: Project Descr: 14288 Danielson Street Suite 200 Poway, CA 92064 - ._.. -- - Nl 5f Wood Beam Fda C \Users\HTKOasktopJMCNlNQU-1\CHlNQU-1Ec ENERCALCINC 19a3.2015:Budd61539 Vorb153.9 Description: .B2 CODE REFERENCES - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb Tension 2325.0 psi E: Modulus of Elaslicily Load Combination ASCE 7-10 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0 ksi Fc - Prll 2,050.0 psi Eminbend - xx 78782ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling DC0.0721 Lr(0.09) V V V V V D(Q.1441_ V V V V 0(0. 119) L0.34) V V V V 3.5x11.875 Span = 120 ft Applied Loads Service loads entered. Load Factorswifl be applied for calculations. Uniform Load 0 = 0.0140, L = 0.040 ksf, Tributary Width 8.50--ft, (FDL) Uniform Load: 0 = 0.0160 ksf, Tributary Width = 9.0 ft. (EXT WALL) Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 4,50 It, (RDL) DESIGN SUMMARY 0 Maximum Bending Stress Ratio = 0.7621 Maximum Shear Stress Ratio = 0.396: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x1 1.875 lb Actual 1772.45ps1 fv:Actual 122.69 psi : FB:Allowable 2,325.00psi Fv:Allowable = 310.00 psi Load Combination -'O+I. Load Combination +0+1.. Location of maximum on span 6.000f1 Location of maximum on span 0.000 ft Span # wh&e maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.211 in Ratio = 683 Max Upward Transient Deflection 0.000 in Ratio = 0 <400 Max Downward Total Deflection 0.418 in Ratio = 344 Max Upward Total Deflection 0.000 in Ratio = 0 <300 Overall Maximum Deflections Load Combination Span Max. -' Defi Location in Span Load Combination Max. +° Dell Location in Span +D+L -. 0.4184 6.044 - 0.0000 TOOO Vertical Reactions . Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 4.050 . 4.050 Overall MiNimum 0.540 0.540 D Only 2.010 2.010 4.050 4.050 2.550 2.550 - . .2.010 2.010 +D0.750Lra0.750L 3.945 3.945 0 0 Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 Poway, CA 92064 Wood Beam Description: 83 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Iint8t 24 OV 15, 1:35PM Ale = C\Us 1TKDesk6pUMCHlNQ1'-1\CHiNQU-1 ECS ENERCALC, IN( 1983.2015 9ui1r16 1539 VerB 1539 Analysis Method Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Coriipr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ks1 Wood Species . iLevel Truss Joist Petp 750.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling 0(0.072) Lr(009) V V V V V 0(0.147) L(042) V V 'V V V lxll.875 Span = 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 10.50 ft, (FDL) - Uniform Load: 0=0.0160 ksf, Tributary Width = 9.0 ft (EXT WALL) - Uniform Load: D = 0.0160, Lc = 0.020 ksf, Tributary Width = 4,50 ft (RDL) - DESIGN SUMMARY Maximum Bending Stress Ratio 0.6301 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb : Actual 1,827.59psi Iv: Actual FB : Allowable 2,900.00psi Fv : Allowable Load Combination 0+L Load Combination Location of maximum on span 8.000ft Location of maximum on span Span # where maximum occurs Span 111 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.319 in Ratio = 602 Max Upward Transient Deflection 0.000 in Ratio = 0 <400 Max Downward Total Deflection 0.594 in Ratio = 322 Max Upward Total Deflection 0.000 in Ratio = 0 <289 = 0.344 1 7x1 1.875 99.83 psi 290.00 psi +D+L = 15.066 ft Span #1 Overall Maximum Deflections Load Combination Span Max.'-" Doff 1 0.5944 Vertical Reactions Load Combination Support 1 Support 2 Overall Wim dn 6.264 6.264 Overall MINimum 0.720 0.720 0 Only 2.904 2.904 4041,. 6.264 6.264 4041J 3.624 3.624 40+5 2.904 2.904 '.040.750Lr+0.750L 5.964 5.964 Location in Span Load Combination 8.058 Support notation : Far left is #1 Max. + Defi Location in Span - 0.0000 o000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200- y, CA 92064 - Prbitd:24 NOV 2CI 135PM -. Fi C EC6 Wood Beam ENERCALC. INC 1983-2015.8udd615,3,9.Vet6.1539 Descñption: 94 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Fb - Tension 2900.0 psi E Modulus of Elasticity Load CombInation ASCE 7-10 Fb - Compr 2,900.0 psi Ebend-xx 2,000.0ks1 Fc - Prll 2,900.0psi Eminbend - xx 1,016.54ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi - Ft 2,025.0 psi Density 32.210pcl Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(2.9)11(.3s) D(016) D(O.028) 1(0.08) V V V• V V 3,5x11.875 Span 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0140, L = 0.040 ksf, Extent 0.0.->> 550 ft. Tributary Width = 2.0 ft. (FDL) Uniform Load: D = 0.0160 ksf, Extent = 5.50 —>> 9.50 ft, Tributary Width = 10.0 ft. (EXT WALL) PointLoad: D2.90, L3.350k@5.50ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.799 1 Maximum Shear Stress Ratio = 0.515: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual • . = 2,313.05ps1 fv Actual = 149.42 psi FB : Allowable = 2,900.00psi Fv : Allowable = 29000 psi Load Combination +D+L Load Combination sO+L Location of maximum on span 5.513ft Location of maximum on span = 8.529 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.112 in Ratio = 1015 Max Upward Transient Deflection - 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.216 in Ratio 527 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max '-' Del Location in Span Load Combination Max. *+" Dell Location In Span 0.2161 4.993 . 0.0000 - 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall M.Ximum 3.188 496 Overall MINimum 0.879 : 1.337 0 Only 1.465 2229 .0+1 3.188 4.296 +D4r 1.465 2.229 1.465 2.229 Project Title: Engineer: Project Descr: Project ID: 14288 Danielson Street Sue 200 -- Pinld:24 NOV 2015, 3'M Wood B Filer CUsem\Hi1DesktopJN\CHIN0U hCH -rWQU.l EC6 Beam ENERCALC. INC 1983-158inM61539Vr61539 I Yin Description: B5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2325.0 psi F: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,325.0 psi Ebend- xx 1,550.0ksi Fc - PrfI 2,050.0 psi Eminbend - xx 78782ks1 Wood Species . iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade :T'imberStrand LSL 155E Fv 310.0 psi Ft 1070.0 psi Density Beam Bracing : Beam is Fully Braced against lateral-torsion buckling OD5 V V V V V XO.OTh LrOO V V V V V po ll9 uQ.41 V V 9 9 V 35r11.975 Span'- 110.0 ft Applied Loads Service loads entered. Load. Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.0140, L = 0.040 ksf, Extent = 2.0—>> 10.0 it Tributary Width = 8.50 ft. (FDL) Uniform Load: D = 0.0160 ksf, Extent = 2.0 —>> 10.0 It, Tributary Width = 9.0 It, (EXT WALL) Uniform Load: D = 0.0160, Lr = 0.020 ksf, Extent = 2.0 —>' 10.0 It, Tributary Width = 4.50 ft. (RDL) Uniform Load: D = 0.0160, Lr = 0.020 ksf, Extent = 0.0'—>> 2.0 ft Tributary Width = 2.50 ft Point Load: 0 = 2.230, L = 2.070 k @ 2.0 ft DESIGN SUMMARY 32.210pcf Maximum Bending stress Ratio = 0.7841- Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb : Actual 1,823.57 psi fv: Actual FB : Allowable = 2,325.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.905ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.149 in Ratio = 806 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.302 in Ratio = 397 Max Upward Total Deflection 0.000 in Ratio = 0 <240 I 3.5x1 1.875 = 203.28 psi 310.00 psi -+04 = 0.000 ft = Span #1 Overall Maximum Deflections Load Combination Vertical Reactions Load Combination Overall MAXimum Overall MiNimum D Only Span Max. °- Defi Location in Span Load Combination 0.3016 4.818 Support notation : Far left is #1 Support Support -. 5.672 4.108 0.378 0.442 2.928 2.062 5.672 4.108 Max. -s-' Dell Location in Span 0.0000 0.000 - Values in KIPS Project Tide: Engineer ProiectlD: Project Descr: 14288 Danielson Street Suite200 - Poway, CA 92064 Pthitet 24 NOV2015, 1:35PM Wood Beam Fe C \Us MHTK'DesktDpUCHiNQU-1'CHiNQU-1 EC6 ENERCALG. INC 1983-15, Build 6t53g,Ver61539 Description : B6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,325.0 psi Ebend-xx 1,550.0ksi Fc - Pdl 2,050.0 psi Eminbend - xx 787.82ksi Wood Species : iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi • Ft 1,070.0 psi Density 32.210pc1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling OO.15l V V V V 1. l5xll. 875 Span 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0160 ksf, Tributary Width 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2621 Maximum Shear Stress Ratio = 0.156 : I Section used for this span 1.75x11.875 Section used for this span 1.75x1 1.875 fb : Actual 526.63psi fv: Actual 43.65 psi FB : Allowable = 2,092.50psi Fv : Allowable 279.00 psi Load Combination D Only Load Combination D Only Location of maximum on span =- 4.750ft Location of maximum on span 8.529 ft Span # where maximum occurs = Span #1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0(360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.078 in Ratio = 1463 Max Upward Total Deflection 0.000 in Ratio = 0 (240 Overall Maximum Deflections Load Combination Span Max. - Dell Loation in Span Load Combination D Only 1 0.0779 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 -. Overall MAXimum 0.760 0.760 Overall MiNimum 0.456 0.456 D Only . 0.760 0.760 0.760 0.760 0.760 0.760 40+S 0.760 0.760 +040750Lr+0750L 0.760 0.760 '-040.750L+0.750S 0.760 0.760 ( 4040.60W 0.760 0.760 Max. '+ Defi Location i Span 0.0000 0.000 - Values in KIPS Gly Project Title: Engineer' Project Descr: Project 10: 14288 Danielson Street Suite 200 Poway, Ck92Q64._ -. Pdrd24NOV20I5 1:35PM Wood Beam NO = C lusa Tl0DeskiopuNCHlNOU-iCHINQU--1 EGS ENERCAC INC 1983-2015, Budd.6153.q.Ver1539 - Description: B7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2325.0psi Ebend-xx 1,550.0ks1 Fc - Pril 2.050.0 psi Eminbend - xx 787.82ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 32.210pc1 Beam Bracing Beam is Fully Braced against lateral-torsion buckling 0(0.0655) LlO.l) D(0.144) V , 072) • 0(0.096) 00. 12) V D(0.06650) L(0.190). V V ... .. .... . . ........ .. . 3.5x11.875 . . .. .. 3.5x11.875 • Span =11.7506 Span "3.O# Applied Loads . Service loads entered. Load Factors will be applied for calculations. Loads on all spans... - Uniform Load on ALL spans: D = 0.0140, L = 0.040 ksf, Tributary Width = 4.750 ft Load for Span Number 1 Uniform Load: D = 0.0160, Li = 0.020 ksf, Tributary Width = 6.0 ft Uniform Load: D= 0.0160 ksf, Extent = 0.0 —>> 3.750 ft, Tributary Width = 9.0 ft Uniform Load: D=0.0140, L = 0.040 ksf, Extent= 0.0—>' 3.750ft, Tributary Width = 4.750 ft Point Load: D = 0.720k @ 3.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio s 0.5671 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span lb : Actual = 1,318.64 psi . fv: Actual F8 : Allowable 2,325.00 psi Fv : Allowable Load Combination - #D+L, LL Comb Run (Li Load Combination Location of maximum on span = 4.464ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection . 0.133 In Ratio = 1056 Max Upward Transient Deflection -0.105 in Ratio = 586 Max Downward Total Deflection 0.313 in Ratio = 450 Max Upward Total Deflection -0.237 in Ratio = 302 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination '0s0.750Lr0.750L40.450W, LL Corn 1 0.3128 5.711 2 0.0000 5.711 +Di0.7501r.0.750L+0.450W, LL Corn Vertical Reactions . Support notation: Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.898 3.469 Overall MiNimum -0.073 0.643 = . O.35:1 3.5x11.875 = 110.31 psi 310.00 psi +D4 LL Comb Run (L') 0.000ft = Span #1 Max. Dell Location in Span 0.0000 0.000 -0.2374 3.000 Values in KIPS G'L3J Project Title: Engineer Project Descr Project ID: 14288 Danielson Street Sue 200 Poway, CA 92064 ...- ...n:2y5.JPM Steel Beam File = C tUseis\HTK\DésktopUNVHiNOU-11CMlNQu-l.Ec6 ENERCAL( INC 1983-2015, Build-.6.115 3 9..Ver.6 1539 II - - ..- Description: B8 CODE REFERENCES Calculations per AISC360-10, 1 B 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties -. Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 0(0144) V V V V V 0)0.01862) I-10.053a(2.08) UO.705) 111.651 0)2 621 Lr0 455) L3.77) V V V . .V J. V .-- --- ... Spun 21.505 H$S10xll2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.0140, L = 0.040 ksf, Extent = 0.0 -'> 14.50 II, Tributary Width = 1.330 ft Uniform Load: D = 0.0160 ksf, Extent = 9.50 ->> 14.50 tt, Tributary Width = 9.0 ft Point Load D=2.080, Lr0.7050, L=1.650k@9.5oft Point Load: D = 2.620, Lr = 0.4550, L = 3.770 k cj 14.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio - 0.478: 1 Maximum Shear Stress Ratio;. 3.051 : 1 Section used for this span HSS10x6x1/2 Section used for this span HSS10x6x1I2 Ma: Applied 47.213k-ft Va : Applied 6.711 k Mn/Omega: Allowable 98.703k-ft Vn/Omega : Allowable 132.259 k Load Combination . +Ot Load Combination Location of maximum on span 13.008f1 Location of maximum on span 14.513 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.387 in Ratio = 665 Max Upward Transient Deflection 0.000 in Ratio = 0 (400 Max Downward Total Deflection 0.760 in Ratio = 340 Max Upward Total Deflection 0.000 in Ratio = 0 <300 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0veraIlAXimthr S71 671i Overall MiNimum 0.542 0.618 DOrily 2.511 3.179 +D+L 5.171 6.711 +D+Lr 3.053 3.797 4O+S 2.511 3.179 -.0*0.750Lr-.0.750L 4.912 6.292 *0.0.750L40.750S 4.506 5.828 +040.60W 2.511 3.179 .D+0.70E 2.511 3.179 +D+O750Lr40750L+0450W 4.912 6.292 +0-e0.750Ls0.750S.+0.450W 4.506 5.828 +0-0.7501-4750S-.0.5250E 4.506 5.828 -e0.60D+0.60W 1.507 1.907 40.60040.70E 1.507 1.907 0 Only 2.511 3.179 IrOnly 0.542 0.618 LOnly 2.660 3.532 .S Only WOnly Project Title: Engineer: Project ID: Project Descr. 14288 Danielson Street Suite 200 VYL1ZA92064 -. ... ---S.. - ftb&24 NOV 2015, 125PM ........... 00 earn W - • Fite = CUsesH esktopiJN\CHlNQU_1CHlNOU.l.EC6 ENERCLC INC 1983-2015,8u&61539,Ver1539 Description: 69 CODE REFERENCES . Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 -. Material Properties S Analysis Method: Allowable Stress Design ft - Tension 2,900.0 psi E : Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc-Pr1l 2,900.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling OW.IOIS)L(02g) V V V V 0(0.144) V V V V V V 0(0.1015) L(0.29) V V V V V 0(5.058) Lr(0.01) V V V V V 5.25x11.875 Span =13.08 - Applied Loads -- - Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0160, Is = 0.020-ksf, Tributary Width = 3.50 ft Uniform Load: 0 = 0.0140, L = 0.040 ksf, Tributary Width 7.250 ft Uniform Load: 0 = 0,0160 ksf, Tributary Width = 9.0 ft Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 7.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.696 1 Maximum Shear Stress Ratio = 04.53 : I Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb:Actual 2019.56psi fv:Actual = 131.29 psi FB : Allowable = 2,900. 00psi Fv: Allowable 290.00 psi Load Combination +D+L Load Combination Location of maximum onspan 6.500ft Location of maximum onspan 12.0511t Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio = 609 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.434 in Ratio = 359 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. + Defi Location in Span 40ii.. 1 0.4336 6.547 0.0000 0.000 Vertical Reactions . Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.390 6.390 - Overall MINimum 0.455 0.455 0 Only 2.620 2.620 6.390 6.390 -.04r 3.075 3.075 • S • • 2.620 2.620 - Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 Poway,CA92064 . . . . .................... . ... -- W - Fe EC6 Wood earn . .. ENERCALC INC, 1902D1 Budd 6,1539 Ver6153.9 ..- Description: 1310(WITH SI-IEARWALL) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design . .. Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 . Fb - Compr 2900.0 psi Ebend-xx 2000.0ksi Fc - Pill 2,900.0 psi Eminbend - xx 1,016.54ks1 Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv . 290.0 psi Ft . 2025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1)(0.01862) L(0.05320) V y . y 1)(0.032)Lr(O.0 . V D(1.j125) o?c9?) Lr(!.28) 17(a8) V V V ;y y ... .. .... ..........................,--. ............-,y-......................... ...- 3,..........................1..................... .... 7x11.675 Span = 20.0 ft Applied Loads .• Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 1 Uniform Load: 0 = 0.010 ksf, Extent = 11.50-->> 16.50 ft, Tributary Width = 17.0 ft Uniform Load: D=0.0160, Lr=0.020ksf, Extent= 11.50—>> 16.50 ft, Tributary Width 2.0 ft Point Load: Dr 1.465, L= 1.725k11.50ft Point Load : Dr 1.024, Lr= 1.280k @ 14.750 ft Point Load: 0 = 0.280 k (j 16.50 ft Point Load: W.5.376k@ 11.50 ft Point Load: W 6.895 k @ 16.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.13S19 1 Maximum Shear Stress Ratio = 0.260: 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb:Actual 1,910.81 psi fv:Actual = 75.38 psi FB : Allowable = 2,900.00psi Fv : Allowable 290.00 psi Load Combination +0+!... Load Combination . 4)4L Location of maximum on span 11.533tt . Location of maximum on span = 19.051 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.347 in Ratio = 692 Max Upward Transient Deflection -0.259 in Ratio = 927 Max Downward Total Deflection - 0.873 in Ratio = 275 - Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. -'-' Defi Location in Span .1: 08727 10.657 • 0.0000 0.000 Project Title: Engineer: . Project ID: Project Descr: 14288 Danielson Street Suite 200 4 Poway, CA 9206 - .... . . .. V :24.40V 201 1 3M W d Beam FI r c User$'.ffflODeskJN\CFilUQU-flCHIt4Q(J-+EC6 00 earn . _ENEhCL( INC 19-2O5,Bwft6i539Ver5153 i (3 Description: Bli CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design. ft - Tension 2,900.0 psi Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Fc - Prll 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling E : Modulus of Elasticity Ebendwxx 2,000.Oksi Eminbend - xx 1,016.54 ksi Density 32:210pcf 0(0.0595) L(O.17) V V V V 0(0.028) L(0.08) V V V V V 0(0.19) V y 0)048) Lr(0.50) V V V V V 7.0 X 9.250 Span lO.50fl V Applied Loads V Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.0160, Li = 0.020 ksf, Extent: 0.0 —>> 4.50 ft. Tributary Width = 3.0 ft Uniform Load: D = 0.0160 ksf, Extent = 0.0 —'>4.50 ft Tributary Width = 10.0 It Uniform Load: 0 =0.0140, L = 0.040 ksf, Extent = 0.0—>> 4.50 It, Tributary Width = 2.0 ft Uniform Load: D =0.0140, L = 0.040 ksf, Extent = 450 —>> 10.50 ft. Tributary Width 4.250 ft Point Load: D=2.90, Li = 0.720, L 3.360 k @4.50 ft DESIGN SUMMARY . V Maximum Bending Stress Ratio = 0.814)V Maximum Shear Stress Ratio Section used for this span 7.0 X 9.250 Section used for this span fb : Actual . 2,360.86psi Iv Actual FB: Allowable = 2,900.00psi Fv : Allowable Load Combination +04 Load Combination Location of maximum on span . 4.522ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.189 in Ratio = 668 Max Upward Transient Deflection 0.000 in Ratio = 1 0 <400 Max Downward Total Deflection 0.355 in Ratio = 355 Max Upward Total Deflection 0.000 in Ratio = .0 <300 Overall Maximum Deflections 1 7.OX 9.250 = 112.25 psi 29000 psi 404L 0.000 ft Span #1 Load Combination Span Max. '- Del Location In Span Load Combination 104 03549 5. Vertical Reactions . Support notation: For left is #1 Load Combination Support 1 Support 2 Overall MAXimum 9 ••V1 3971 Overall MINimum 0.624 0.366 0 Only . 2.594 1.725 404. 5.088 3.971 Max. + Del Location in Span OV0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 Poway, CA92064 - Print24 NOV 2O1 12" W d B Fe = C 00 earn EP'4fC. iNC 1A8-15 BUild 6 1 9. ver6 1539 Desàiiption: B12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,325.0 psi Ebend-xx 1.550.0ksi Fc - Pffl 2,050.0 psi Wood Species : iLevel Truss Joist Fc Perp 800.0 psi Wood Grade :limberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0psi Beam Bracing Beam is Fully Braced against lateral-torsion buckling 0(1.8) L(O.44) 0(0. 1260) L(O.360) Density 32.210pcf 5.25x11.875 5.25x11.875 Eminbend -xx 78782 ksi Span = 5.0 ft Applied Loads Loads on all spans... Uniform Load on ALL spans: D = 0.0140, L = 0.040 ksf, Tributary Width 9.0 ft Load for Span Number 1 Point Load: D = 1.80, L= 0.440k @ 1.0 ft DESIGN SUMMARY Maximum sending Stress Ratio ' = 0.6291 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span fib :Actual ' 1,462.21 psi fv:Actual F13 : Allowable 2325.00 psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.107 in Ratio = 1118 Max Upward Transient Deflection ' -0.005 in Ratio 23425 Max Downward Total Deflection ' 0.386 in Ratio = 310 Max Upward Total Deflection -0.063 in Ratio = 1912 Overall Maximum Deflections Load Combination Span Max. -' Defi Location In Span Load Combination i0+l. ' 1 0.3856 0.000 2 0.0000 0.000 0 Only Vertical Reactions . Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.604 1.174 Overall MiNimum 2.363 , .0.149 0 Only , , 3.938 ' -0.248 8.604 0.926 3.938 -0.248 J . 0.326:1 525x11.875 100.93 psi 310.00 psi +D+L 4.022 ft = Span #1 Max. '+ Dat Location in Span 0.0000 0.000 -0.0627 3.911 Values in KIPS Span = 10.0 ft Service loads entered. Load Factors will be applied for calculations. Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street . Suite 200 - POWay, CA 92.064 - •. ... . . . . . . Prd:24NOV2I 135PM W Wood earn . File =C \Us\ \DesktaJNCHlNQU-lCl1lNQU-j ECS f . . ENERCALC. INC. l83-2Ol58wld6l5.39Vor6l539 Il Description: B13 CODE REFERENCES Calculations per NOS 2012,113C 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi F: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2900 psi Ebend-xx 2000ksi Ec - PrIl 2900 psi Eminbend - xx 1016.535ksi Wood Species iLevel Truss Joist. . . Fc - Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft. 2025 psi Density 32.21 pcI Beam Bracing - Beam is Fully Braced against lateral-torsion buckling D(O.0) V D(07154) L(O.44) V D(O.47!) L(O.848) . D(O.014) L(0.04) V V V V. V ......... ,,,....,. ..............................- ........................... . . 3.5x9.25 Span 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 =0.0140, L = 0.040 ksf, Tributary Width = 1.0 ft Point Load: D =0.1540, L 0.440k () 4.0 ft PointLoad: 00.4750, L=0.8480k@11.0ft Uniform Load: D 0.010 ksf, Tributary Width 3.0 ft DESIGN SUMMARY Maximum. Bending Stress Ratio = 0.4861 Maximum Shear Stress Ratio 0.274 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual 1 407.64psi fv: Actual . =. 79.43 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination . +04. Load Combination Location of maximum on span . 9. 102ft Location of maximum on span 13.759 ft Span # where maximum occurs = Span #1 Span # where maximum occurs . Span #1 Maximum Deflection . -• . . Max Downward Transient Deflection 0.301 in Ratio = . 579 Max Upward Transient Deflection 0.000 in Ratio,= 0 <400 Max Downward Total Deflection 0.499 in Ratio = 348 Max Upward Total Deflection 0.000 in Ratio = 0 <300 \ Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination 1 0.4993 7.42 Vertical Reactions . Support notation : Far left is #1 Load Combination Support 1 . Support 2 Overall MAXimum 1.358- 1.777 Overall MiNimum 0.327 .0.433 0 Only 0.545 0.722 +0+1 1.358 1.777 . 2 40+11 0.545 0.722 0.545 0.722 Max. i' Dell Location in Span 0.0000 0.000 Values in KIPS - (yov CG -c\Q) I AJ c' ts cxz'i cp z~yc Sv z'ifl IS" -/0 --, TC. ..... - p I tL) TE . ) ?c5' Itoçc . ().Sf; o4Ji) - fAO 3M ( ' ji • • iC.: 17.O/O • • ciro)r 4(a Zzil, O..... IC) ''1 j- 5SQ Z'C. Av L)Ioo(- '114 410 4o)) . - PL. cz' lc •. • •. Use, rTtI *ic T -~ .s0J ,rres.re..: ).P4 ç Sec I'e$cy •. . M w : 3Zj •,;, • Project Title: Fl Engineer Project ID: Project Descr. 14288 Danielson Street Suite 200 : L Beam on Elastic 1Foundation Lic. # KW-06001355 . Description Plan Plan 1 Line 1.5GB CODE REFERENCES LI PnFed: 4PR 7016, 325PM' - File= CUseHTt(0esktop\CARLS9-1 EC6 ENERCALC, INC. 1983-2015. LIuifd:6.15,129, Vei6.15.12.9 Calculations perACl 318-11, IBC 2012, CBC 2013, ASCE 7-10 - Load Combinations Used: ASCE 7-10 Material Properties _________ fc 1/2 = - 2.50 ksi 4) Phi Values Flexure 0.90 fr = ft ' 7.50 . 375.0 psi . Shear: 0.750 'JJ Density = ' 145.0 pcf = 0.850 LtWtFactor . 1.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi I (inch deflection) Load Combination ASCE 7-10 . fy - Main Rebar = 60.0 Icsi Fy - Stirrups = 40.0 ksi E - Main Rebar 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup 2 Beam is supported on an elastic foundation, - 1" W(-36.7) W(36.7) 24'wx24"h -- Span=22.0 ft Cross Section & Reinforcing Details . . -. . .• ' .' Rectangular Section, Width = 24,0 in, Height = 24.0 in Span #1 Reinforcing.... a4-at 3.0 in from Top, from 0.0 to 22.0 ft in this span 345 at 3.0 In from Bottom, from 0.0 to 22.0 ft in this span Applied Loads . . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads PointLoad: W=-19.70k59.0ft . .. Point Load: W=19.70k10.50ft Point Load: W=-36.70k18.0ft Point Load: W = 36.70 k (8 20.0 ft . PointLoad: 0=3.940, L=4.670k(0 11.0ft UniformLoad: 0=0.0160, Lr=0.020 ksf, Extent= 0.0->>21.0ft, Tributary Wldth=4.ofl, (roof) Uniform Load: 0 =0.0140, L = 0.040 ksf, Extent = 0.0 ->> 21.0 ft, Tributary Width= 4.0 ft (floor) Uniform Load: 0 = 0.0160 ksf, Extent= 0.0 ->> 21.0 ft. Tributary Width= 118,01t, (wall) DESIGN SUMMARY Maximum Bending Stress Ratio = . 0.616:1 . Maximum Deflection Section used for this span lyplàal Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied - -55.231 k-ft Max Upward L+Lr+S Deflection 0.000 in Phi: Allowable . 89.697 k-ft Max Downward Total Deflection Mn *Phi: 0.045 in Load Combination 40.9004W40.90H Max Upward Total Deflection / -0.003 in Location of maximum on span ' "- 17,859 ft Span # where maximum occurs Span #1. . Maximum Soil Pressure = . 1.614 ksf at 22.00 ft Shear * Stl!WP Requirements - _-. . ..., - Between 0.00 to 1 60 t 7.8. Vu < 0-61-V-0, Req'd Vs Not Reqd, use stirrups spaced at 0.000 in Between 18.1210 19.93 ft. PhiVc/2 <Vu <= PtiiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 7.333 In - Between 20.19 to 21.48 ft. Vu <PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations . Project Title: Engineer Project ID: Project Descr: 14288 DanIelson Street Suite 200 Poway, CA 92064 !rftft 4PR201 26PM rBeam on Elastic Foundation ENERCALC, INC1 11Z9Ver615129 Desciption: Plan I Line 1.8 GB ______________________ Load Combination (if) Bending Stress Results (k-ft) Segment Length Span # in Span : Max PhtMnx Stress Ratio MAXimum Bending Envelope Span #1 1 20.188 4.52 89.70 0.05 +1.40D+1,6I)H - Span #1 1 11.129 . 11.35 89.70 0.13 +1.20D.0.50Lr+1.601+1,60H Span #1 I 11,129 24.43 89.70 0.27 +1.20D+1,60L40.50S+1.60H Span #1 11.129 24.37 89.70 0.27 +1,29+1,Lr,50L+160H . Span #1 1 11.129, 14.48 .. 89.70 0.16 +1.20D+1.60Lr4O.50W+1,60H Span #1 1 20.188 2.56 89.70 0.03 +1.20t4501-460s+1,601-1 Span #1 1 11.129 14.30 89.70 0.16 Span #1 1 20.188 2.44 89.70 0.03 +1.2QD4,50Lr'0.50L+W+160H Span #1 I 20.188 4.52 89.70 0.05 +1.20D40.50L0,50S+W+1,60H . Span#1 1 20.188 4.48 89.70 0.05 1.20D40,50L.0.20S+E+1.60H S - Span #1 1 11.129 . 14.30 89,70 0.16 0.90D+W40.90H -Span #1 :1 20.188 - 4.25 89.70 . 0,05 0.90D+E40,90H. Span #1 1 11.129 7.29 89.70 0.08 Overall Maximum Deflections - Unfactored Loads _________________________________________________ Load Combination Span Max. -' Defi Location in Span Load Combination . Max. -i' Defl Location in Span Span 1 1 0.0448 22.000 0.0000 0.00() Project Title: - . Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 [Beam on Elastic Foundation Description: Plan 1 Line LC GB . CODE REFERENCES PrInted: 4 APR 2016,3:31PM Fs = C:Use TKDesktop'RLSB1 E6 ENERCALC, INC. 1983-2015,BuW:6i5.12.9, Verr6.15.12.9 ;•, Calculations per ACt 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 710 Material Properties - - fc = 2.50 ksi 1/2 4) Phi Values Flexure 090 * 7.50 375.0 psi fr = ?c Shear; 0.750 . . 'V Density = 145.0 pcf . =, 0.850 U Factor = . 1.0 . .. . . Elastic Modulus 3,122.0 ksi 1 .. Soil Subgrade Modulus = . 250.0 psi/ (inch deflection) Load Combination ASCE 7-10 . fy - MainRebar n. 60.0 ksi . Fy - Stirrups . 40.0 ksi E - MainRebar 29,000.0 ksi E - Stirrups =29,000.O ksi . . ., Stirrup Bar Size # # 3 . . .. Number of Resisting Legs Per Stirrup - 2 Beam is supported on_anelastic foundation, .. * D(2) I. _ __ __ __ __ ......... _____ .................. 24' w x 18" h ___ __....... Span=26.0ft Cross Section & Reinforcing Details - - Rectangular Section, Width = 24.0 in, Height = 18.0 in • Span #1 Reinforcing.... . 345 at 3.0 in from Top, from 0.0 to 26.0 ft in this span 345 at 3.0 in from Bàttom, from 0.0 to 26.0 ft in this span - Applied Loads loads entered. Load Factors will be applied for calculations._- - - - - __________________ Service Beam self weight calculated and added to loads . Point Load: W=-32.0k@17.50ft . . Point Load: W=32.0k@19.50ft Point Load; W = -32.0k (d 20,50 ft . - Point Load: W=32.0k21.250ft . . Point Load : D=0.350, Lr=0.440k(ä21.0ft Uniform Load: 0 = 0.0160, Lr= 0.020 ksf, Extent 17.0 ->> 21.0 ft. Tributary Width =4.0 ft. (roof) Uniform Load: D = 0.0140, L = 0.040 ksf, Extent = 17.0 ->> 21.0 ft, Tributary Width = 4.0 It, (floor) Uniform Load: D =0.0160 ksf, Extent= 17.0 ->> 21.0 ft, Tributary Width = 18.0 ft, (wall) Point Load: D =2.620, Lr 0.460, L 3.770 k ii 17.50 ft , Uniform Load: D = 0.20 kIlt, Extent = 0.0 ->> 21.0 It, Tributary Width = 1.0 ft, (conc) DESIGN SUMMARY Maximum Bending Stress Ratio - - 0.498: 1 - Maximum Deflection , - Section used for this span . Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied -32.147 k-fl Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable 64.587 k-fl Max Downward Total Deflection 0.039 in Load Combination -P0.90D+W40.90H Max Upward Total Deflection -0.924 in I r,rtinn r,f m,vim,Im nn cnn 17 A ft . .. * Span # where maximum occurs Span #1 Maximum Soil Pressure = 1.404 ksf at .26.00 ft Shear Stirrup Requirements . Between 0.00 to 17.44 ft Vu <PhiVc/2, Red Vs Not Reqd, use stirrups spaced at 0.000 in Between 17.74 to 19.27 ft, PhiVc12 (Vu <= PhiVc, Reqd Vs = Min 11.5.6.3, use stirrups spaced at 7.333 in Between 19.58 to 20.49 ft Vu < Phi'Vc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Project Title: Engineer: Protect ID: - Project Descr 14288 Danielson Street Suite 200 Poway, CA 92064 _______. . 4 [im on Easttc Foundation Plot 1;EC6 ENERCALC INC. 1983-2045, Description Plan l Line l,CGB Shear Stirrup Requirements Between 20.60 to 21.11 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 7.333 In Between 21.41 to 25.39 it Vu < PhlVcf2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (if) Bending Stress Results (k-It) - Segment Length Span # in Span Mu: Max PhMnx Stress Ratio MAXimum Bending Enveippe Span #1 1 21.412 22.44 64.59 0.35 +1.40D+1.60H Span #1 1 17.435 8.22 64.59 0.13 1.20D0,50Lr+160L+160H Span #1 I 17.435 '. 17.29 64.59 0.27 +1.20D+1.60LA.505+1.60N Span #1 1 17.435 16.82 64.59 0.26 +1,20D*1.0Lr"050L+1.604 Span# I 1 17.435 11.62 64.59 +1.20D1.60Lr-.0,50W+1,60H Span #1 1 21.412 13.30 64.59 0.21 +1.20+0.501-+1.609+1,60H Span #1 1 17.435 10.10 64.59 0.16 +1.20D+1.60S90.50W+1.60H Span #1 1 21.412 12.06 64,59 0.19 +1.20D'.0.50L.50L+W+1,60H Span #1 'I 21.412 22.44 64.59 0,35 +1.20D40.50L40,50S4W+1.60H . Span#1 21.412 22.05 64.59 0.34 +1,20D40.50L4020S4€+1,60H Span#1 17.435 10.10 64.59 0.16 40.90044N40.90H Span #1 1 21.412 20.63 64.59 0.32 40.90D-+E+0.90H - Span#1 I 17.435- 5.29 64.59 0.08 Overall Maximum Deflections - Unfactored Loads . Load Combination - - Span - Max, - Dell Location in Span Load Combination Max. Dell Location in Span Span 1 - 1 00390 28.003 Span 1 -0.0241 13.578 14288 Danielson Street Suite 200 4 Poway, CA 92064 Beam on Elastic Foundation Project Title: Engineer: Project ID: . Project Descr: : Piiiitet 5PR 2016, 952i He= C\Use TIODesktop'CHINQ1H E(6 EWERQPd.C, INC. 1983.2015, Bulld:6.15.12.9, Ver.6.15.12 9 Description: South wan CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 _..M!t.erlal Properties ........ fc 112 = 2.50 ksi 4 Phi Values Flexure fr = f'c * 7.50 = 375.0 psi Shear xV Density 145.0 pcf p1 LtWtFactor 1.0 Elastic Modulus .. 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi /(inch deflection) 1. In,,+ AQ1' 7_l fl I_ijflti JSflhIJIIlUUVlI fl'.?JL.. - fl! fy - Main Rebar 60.0 ksi Fy - Stirrups 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups 29,000.0 ksi Stirrup Bar Size# # 3 - Number of Resisting Legs Per Stirrup 1.0 Beam is supported on an elastic foundation, W(12.6) D(0.Q)1J..fD.08 15'wx 18* h 0.90 0.750 0.850 1 , . I W(-12.6) . pan=Z1JbUfl _Cross Section &Reinforcing Details . .,.. - .. Rectangular Section, Width = 15.0 in, Height = 18.0 in Span #1 Reinforcing.... 245 at 3.0 In from Bottom, from 0.0 to 21.750 ft in this span 245 at 3.0 In from Top, from 0.01021.750 ft in this span Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load; D = 0.160 ksf, Tributary Width = 9.0 it Point Load: W=12.60k11.0ft Point Load: W = -12.60k 14.50 ft Uniform Load; D = 0.0160, L = 0.040 ksf, Tributary Width 2.0 ft DESIGN SUMMARY . . Maximum Bending Stress Ratio = . 0.389: 1 Maximum Deflection Section used for this span Typical Section Max Downward t+lj+S Deflection 0.000'n Mu : Applied -16.590 k-ft Max Upward L+Lr+S Deflection 0.000 In Mn • Phi: Allowable 42.605 k-ft Max Downward Total Deflection 0.045 in Load Combination +1 .20D.0.5OLri).50L-1 Max Upward Total Deflection -0.134 in Location of maximum on span 11.003 it Span #where maximum occurs Span #1 Maximum Soil Pressure = 1.609 ksf at - 7.98 ft Shear Stirrup Requirements . . .. Between 0.00 to 10.75 ft. Vu <PhIVcI2, Req'd Vs=Not Reqd,u-'se' sitirrups spaced at 0.000 in Between 11.00 to 11.26 It, PhiVcI2 <Vu c= PhiVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.867 in Between 11.51 to 14.07 ft. Vu < PhiVcI2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 14.33 to 14.33 ft. PhlVc2 <Vu c= PhlVc, Req'd Vs = Min 11.5.6.3, use stirrups spaced at 5.887 in Between 14.59 to 21.24 ft. Vu < PhIVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces& Stresses for Load Combinations v-0-1- () Project Title: Engineer: Project ID: Project Descr. 14288 Danielson Street Suite 200 P_a_CA 92064 PititetSAPR 2016. 9:52AM Elastic Foundation _- _- He= C\UK\Desktop\CHlNQU-1EC8 Beam on Eastic Foundatton ENERCALC, INC. 1983-2015, Bid:6i5.12.9, Ver.615.12.9 Description: South wall Load Combination Location (ft) Bending Stress Results (k-ft) SegmentLength Span# in Span Mu: Max Phi'Mnx Stress Ratio MAXimum Bending Envelope Span #1 1 21.494 -0.02 42.61 0.00 +1.40D+1.60H Span #1 1 21.494 -0.00 42.61 0.00 +1,20D-'0,50Lr+1.60L+1.60H Span #1 1 21.494 -0.00 42.61 0.00 +1.20D+1,60L-0.50Si-1,60H Span #1 1 21.494 -0.00 42.61 0.00 1.20D+160Lr050L+160H . S Span #t 1 21.494 -0.00 42.61 0.00 +1.20D+1,60Lr4050W+160H Span #1 1 11.003 8.28 42.61 0.19 +1.20D+1,60Lr-0,50W+160H span #1 4 14.585 7.00 42.61 0,16 +1.20D0.50L+1,60S+1.60H Span #1 1 21.494 -0.00 42.61 0.00 +1,200+1.60540.50W+1.60H Span #1 1 11.003 8.28 42.61 0.19 +1.20D+1.605-0.50W+1,60H Span #1 1 14.585 ' 7.00 , 42.61 0.16 +1.20D-p0.50Lr4050L4W+160H Span #1 1 11.003 16.57 42.61 0.39 +1.20D40.50Lr-+0,50L-10W+160H Span #1 1 14.585 14.00 42.61 0.33 +1.20D0,50L40,50S4W+160H Span #1 1 11.003 16.57 42.61 0.39 1-1,20D-i0.50L40.50S1.0W+166H Span#1 1 14.585 14.00 42.61 0.33, 1.20D40.50L4020S-€+160H Span #1 1 21,494 -0.00 42.61 0.00 40.90D+W0,90H Span #1 11.003 16.57 42.61 0.39 0.90D-1.0W40.90H ' Span #1 1. 14.585 14.00 42.61 0.33 -4.90D-1.E40.90H Span #1 1 21.494 -0.00 42.61 0.00 Overall Maximum Deflections - Unhactored Loads '-. Load Combination ' Span Max. - Deft Location in Span _________ ________ Load Combination Max. + Defi Location in Span Span 1 5 1 0.0447 7.975 Span 1 - -0.1345 21 .750 ri Project Title: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 - Poway, m CA 92064 Pinte: 5APR2O11D:O5M . = Us Desk CNQU-1.EC6 Bea on,Elasttc Foundatton Fi ENERCALC,ItIC. 1983-2015, 8u1116.15.12.9,Ver:615.12.9 \ IIIJeIII &[tjIi Description : Back of Garage CODE REFERENCES - Calculations per ACI 318-11 IBC 2012 t1 CBC 2'I3 ASCE 7-10 - Load Combinations Used: ASCE 7-10 Material Properties rc 1/2 = fr = fc * 7.50 £.ZU KSI = 375.0 psi dj Phi Values . Flexure: 0.90 Shear 0.750 r '4! Density =• 145.0 pcf i 0.850 ? Lt Wt Factor 1.0 Elastic Modulus = 3,122.0 ksi Soil Subgrade Modulus = 250.0 psi/ (inch deflection) Load Combination ASCE 7-10 - fy - Main Rebar 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # # 3 Number of Resisting Legs Per Stirrup 1.0 , Beam is supported on an elastic foundation. . - W(-il.2) W(11.2) W(-112) W(1 t2) D(OQ14)J0.04) -'---:. 24wx18h .. . Span=230ft.. -•- Cross Section & ReinfOrcing Details . . Rectangular Section, Width = 24.0 in, Height = 18.0 in Span #1 Reinforcing.... 245 at 3.0 in from Bottom, from 0,0 to 23.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 23.0 ft in this span Applied Loads V Service loads entered. Load Factors will be applied for calculations. Beam self weight calculatid and added to loads Point Load: W = -11.20 k 1.50 ft - Point Load : W = 11.20 k 7.50 ft Point Load W=-11.2Ok16.Oft Point Load: W=11.20k lib 21.5Oft - Uniform Load: D = 0.010 ksf, Extent = 1.0 ->> 22.0 ft, Tributary Width = 9.0 ft Uniform Load: 0=0.0140, L = 0.040 k/ft. Extent = 1.0 -->> 22.0 ft. Tributary Width = 1.0 ft DESIGN SUMMARY - Maximum Bending Stress Ratio 0.613:1 Maximum Deflection. Section used for this span Typical Section Max Downward L+Lr+S Deflection Mu: Applied . 28.299 k-ft Max Upward L+Lr+S Deflection Mn • Phi: Allowable 46.150 k-ft Max Downward Total Deflection Load Combination +1.20040.50Lr+0.50L-1.OW Max Upward Total Deflection Location of maximum on 'span 15.985 ft. Span # where maximum occurs Span# I Maximum Soil Pressure = . 3.424 ksf at 23.00 ft sir1'w, 0.000 in 0.000 in 0.095 in -0.706 in - Shear Stirrup . _ - Entire Beam Span Length : -V-u-<- PhFVc/2, Re-41"d Vs = Not Reqd, use strr_____ps sp&ed at 0.000 in Maximum Forces & Stresses for Load Combinations, . Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu Max Philvtnx Stress Ratio - MAXimum Bending Envelope - Span #1 1. 15.965 ' 28.30 46,15 0.61 ?r 0 Project Title: Engineer: - Project Descr: Project ID: IA')RR flnIk,in trn1 Suite 200 Poway, CA.92064 -- Beam on Elastic Foundatton fits= CAUSeMIMTMDesMV%CHINQU-I.ECfi __ ENERCAIC INC i 9020 8tn1d615 129 Ver.6 1512.9LM Description; Back of Garage Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu Max PhiMnx Stress Ratio +1.40D+1,60H Span #1 V 17.318 0,24 -46.15 0.01 +1,200*0.50Lr+1.60L+1.60H . Span #1 1 17.318 0.31 46.15 0.01 +1,20D+1,601.0.505+1.60H Span# 1 1 17.318 0.31 46.15 0.01 +1,20D+1,60Lr0,50L+1.6OH Span #1 1 17.318 0.24 46.15 0.01 +1.20D+1.60Lr4O.50W+1.60H Span #1 7.576 14.03 46.15 0.30 +1,20D+1.60Lj.0,50W+1,60H Span #'T 15.965 1423 46.15 0.31 +1.20D+0.50L+1.60S+1.60H - Span #1 1 17.318 0.24 46.15 0.01 +1,20D+1,60S40.50W+1.60H Span #1 1 7.576 14.03 46.15 0.30 +1.20D-i-1.605-0.50W+1.60H Span# 1 1 15.965 14.23 46.15 0.31 +120D+0.50Lr40.50L+W+1.60h1 Span #1 1 7.576 27.90 46.15 0.60 +1.20D40.50Lr40.501-1.0W+1.60H Span #I 1 15.965 28,30 46.15, 0.61 +1,20D40,50L4(),5OS4W+1,60H Span# I 1 7.576 27.90 - 46.15 0.60 +1,20O40,50L40,50S-1,0W+1,60I4 Span #1 1 15.965 - . 28.30 46.15 0.61 41,20D40.50L40.20S-eE+1.60H Span #1 1 17.318 0.24 46.15 0.01 40.90D4W40.90H Span# 1 1 21.647.. 1.96 46.15 0.04 -+0.90D-1.0W40.90H Span #1 1 15.965 28.22 46.15 - 0.61 40.90D4E90.90H - Span#1 I - 17.318 0.15 46.15 0.00 - Overall Maximum Deflections - Unfactored Loads - Load Combination Span Max. Deft Location in Span Load Combination Max. 4 Deli Location in Span Span 1 1 0.8951 23.000 Span 1 - - -0.7056 0.000 01 • Ii ,'t' Z P F e fSF - 2 Fet"PAt c- r l 333k Wiwl) w ZrE()? Z2 ') (a* t"J - Ldb4-o - aw6J v cé)(5'xc'1- 11'xO'4- axLiO') L4IN1. &E1Tkic 1. _IV 4LW I) jtZ gfl elf L-uj ,okOC3 1,VW MC3 WOW) 1B .Z 10oS t- Jc 'iro - 12S --3+ ?cc, ' ( -- ••-• D) L4ilLokDQ c 1 Voh ,13 ,r ES 11F 3j00 l.A IAI 'lB 1 81 1 C I.E. 1 F 1 G r & H Of L -HfLl p-- :T / -- / / / 1.4 W1's t'tiO'- 4/VA . LLJ cftC43 - '•- L.L2 j '1 L, - - EW_ LfokPL&1 c -) - ' IL'S 4-39ot-uç itr(i-' Th ILI, + - L )•./ _ t 4ATt€3 ")It,cct 3SVO III 4 (23 (O Zt(j I 7-4 lb - -i 5_) 3' -o - , f. . 3/') ' £f Colo PD/& ko'Jt ifl? L64 . 'to - __ . 4 1 1.1I ' I 1 I ,... ff - Ile 1 2 r !_c J1' ir cii -- fPTT - - - - I __ I _tF4'E HJ'!,9c _ft-o MA. ov' oi(33(.& )7_) -= . VIC r c 2) LY Total Length of Shear walls in line Roc,f 1.0 Total Applied Seismic Force to Line 730 lb Sds 0802 g Shear Per Length of Shear walls JR6lb/ft WI ND Uplift FactorUF) * - 0.6 Top Plate Height 8 f Density of Wall .. 16 psf Ifs) [ftj [lb] (1bft] (lbft] [lbft] [lb'ft] [lb] Shear Wall Length of Applied I - - - Holddown Shear Wall Label Shear Eff. Length of force on M-0 M rWall M rlrib M_rTot = T Needed Deslgnatio Wall She all wall - - M rUF - I - a 25 7500 60000 4000 j50.0 3300 22680 YES 4 - Total Length of Shear walls in line 8 ft Roof Total Applied Seismic Force toLine 830lb Sds. .0802g Shear Per Length of Shear walls 103.75 lb/ft W IND • Uplift Factor(UF) - 0.6 " . Top Plate Height . 4.8.5 ft - Density of Wall . 16 psf. IN [ft] fib) (lb*ftl [lb-ft] (lb*ft] [lbft] - jib] ShearWall LeHof * Applied Holddown Shear Wall Label Shear Eff. Length of force on M-6 ó M rWall - rTrib M rTot T Needed Deslgnatio Wall Shear Wall - wall - M - . M r*IJF - fl a .. 1' 8.00 830.0 7055.0 4352.0 1536.0 3532.8 440.3 NO 3.0 I . a - Total Length of Shear walls in line 8 ft Roof 1.B2 Total Applied Seismic Force to Line 1000 lb Sds 0802g Shear Per Length of Shear walls . 125 lb/ft SEISMIC Uplift Factor(UF). • 0.7396 Top Plate Height 8 ft -Density of Wall 16 psf IN ifs) [Ib] [lbft) [lb*ft] [1bft] . (lbft] [Ib] Shear Wall Length of Applied - . Holddown Shear Wall Label Shear Efi Length of force on M o - M rWail M rTrib M rTot = - T Needed Designatio Wall Shear Wall wall M rUF a 8 8.00 - 1000.0 1 8000.0 1 .4096.0 1536.0 4165.4 479.3 NO 3.0 z)' •. -:. ...- - Total Length of Shear walls in line 8 ft Roof 1. 1.2. Total Applied Seismic Force to Line 846 lb Sds 0.80?g Shear Per Length of Shear walls 10575 lb/ft SE ISMIC Uplift Factor(UF) 0.7396 Top Plate Height 75 ft Density of Wall 16 psf IN (ftj (Ib] (1bftJ [1bft] [lb-ft] [lb-ft] [Ib] Shear Wall Length of Applied Holddown Shear Wall Label Shear (if. Length of force on M_o M_rWall M_r'rrlb M_rTot = r Needed Designatlo Wall Shear Wall wall M rUF - fl a 8 8.00 1 846.0 6345.0 3840.0 2304.0, 4544.1 225.1 1 NO 1 3 Total Length of Shear walls in line 6 ft Roof 1.1.6 Total Applied Seismic Force toune 588 lb Sds 0802 g Shear Per Length of Shear walls 98 lb/ft SEISMIC . Uplift Factor(UF) 0.736 Top Plate Height jj Density of Wall 16 psf [ft] (ft] [lb] [Ibft] [lbft] [lb-ft] [1bft] (10] Shear Wall Length of Applied Hoiddown Shear Wall Label Shear (if. Length of force on M- 0 M- rwall M rlrib M y T Needed Deslgnat,o Wall Shear Wall wall - M rUF - a I 6 6.00 588.0 4410.0 1 2160.0 1296.0 2556.1 309.0 NO 3.0 Total Length of Shear walls in line 8 ft Roof 1.2.6 Total Applied seismic Force to Line Sds 0$02g Shear Per Length of Shear walls 128 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height 75 ft Density of Wall 16 psf (ft] [ft] (Ib] (lbftl (lb-ft) [lb'ft) [lb-ft] [lb] Shear Wall Length of Applied Hoiddown Shear Wall Label Shear Length of force on M_o M_rWall M_rTrjb M ot = - ' Needed Designatlo Wall Shear Wall wall M rUF a 8 1 8.00 1 1024.0 1 7680.0 3840.0 1192.0 1 4165.4 439.3 1 NO 3.0 Total Length of Shear walls in line 6 ft Roof 1.4 Total Applied Seismic Force to Line 588 lb Sds O,802t Shear Per Length of Shear walls 98 lb/ft SEISMIC Uplift Factor(UF) . 0.7396 Top Plate Height 75 ft Density of Wall 16 psf IN fft] (tb] [lb-ft] Dbft [1bftJ [lbftJ [lb] Shear Wall Length of Applied Hoiddown Shear Wall Label Shear (if. Length of force on M_o M_rWall M_rlrib M_rlot = T Needed Designatlo Wall She Wall wall M_rUF a 6 6.00 588,0 4410.0 2160.0 1008.0 2343.1 344.5 NO 3.0 L91 • ' . Total Length of Shear walls in line ,V1' 3RD I.B.I. Total Applied Seismic Force to Line. - 2435 lb - Sds • 0..802g ShearPerLengthofShearwal .01,1b/ft Z44' V V II WIN D , IJ D Uplift Factr(UF) 0.6 Top Plate Height 9 ft Density of Wall - 10 psP' • IN [ft) (Ib) [lb-ft) [lb-ft] [Ib*ft) [lb-ft) [lb] Shear Wall Shear Wall length of Eff.L:ngthof. Applied ' - rTot Holddown Deslgnat,o Label Shear force on M_o MjWall M.jrmb T Needed Shear Wall Wall -. wall - a 5 1 500 24350 219150 11250 33950 27120 38406 YES S - Total Length of Shear walls In line 8 ft 3RD 1.B.2 Total Applied Seismic Force to Line 2.9OS lb Sds . O.802g . . Shear Per Length of Shear vaIls Uplift Factor(UF) - 363.125 lb/ft I I I D - vvII'lI WIN = 0.6 Top Plate Height . ..• _9. ft Density of Wall - . - 16 psI Eft) [ft] [lb] [lbft] lbftj [1bft] [lbft] [lb] Shear Wall Length of Applied . - Hoiddown Shear Wall Label Shear Eff length of force on M o . . M rWall M rTrlb lvi rTot = - T Needed Designatlo Shear Wall - - M r*UF fl Wall wall . . - a 8 - 8.00 2905.0 26145.0 4608.0 [1952..O' 3936.0 2776.1 YES '4.0__- Total Length of Shear walls in line 65 ft 3RD IIC . Total Applied Seismic Force to Line • 3450 lb • 1 Sds . . 0.802 g Shear Per Length of Shear walls . - 530.76923 lb/ft WI uplift Factor(uF) . ' o. Top Plate Height - 9 ft Density of Wall 16 psf IN • [ftj t (Ib]. . 1ibftJ [lb*ftl [lbftJ [1b4ft] [lb] Shear Wall Shear Wall Ai.4 . Hr.Iiidrwn -. Label Wall Elf. Length of Shear Wall pp e forceon M - M rWall - M rTrib . - M_rTot M r*LJF T Needed Designatlo fl wall 4 ' a 65 650 1 34500 310500 30420 * 2958 20027 446.8.8 YES 60 • J'! ;. . . . .. . WV U APi - c : • . - . . ., . .:; - . L_- b / Total Length of Shear walls in line . 10 ft 3RD FLR 11a Total Applied Seismic Force to Line 1330 lb Sds 08O2g Shear Per Length of Shear wails 133 lb/ft SEISMIC UpliftFactor(UF) 0.7396 Top Plate Height 9 ft Density of Well 16 psf ['it] IN Pb] Ilbftl Ilbft1 [1bftJ Ilbi ShearWall Lang'Jsof Applied flolddownEff.Length ShearWall Shear of force on Mo M rWall NeededShearWall DesignatloLabel M rTrlb T ]Ob-ft] Well wall a 10 10.00 1330.0 11970.0 7200.0 27320 7345.7 462.4 NO 1 3 Total Length of Shear wails In line 24 ft 3RD FLR i.lb,c Total Applied Seismic Force toLine 1414 lb 5th O802 'g Shear Per Length of Shear walls 100.58333 lb/ft SEISMIC Uplift Fctor(UF) 0.7396 Top Plate Height 9 ft Density of Wall i& psf (it] [it) [lb] (lb-ft) jib-ft) . [1bft] (lbftJ Pbj Shear Wall Length of Applied HOlddown Shear Wall Label Shear Eff. Length of force on M_o MrWaN M_ririb MsTot _ T Needed Destgnatio Wall Shear Wall wall M r*UF fl a .10 10.00 1005.8 9052.5 7200.0 .7000 5842.8 321.0 NO 3.0 b g 1 8.00 804.7 7242.0 4608.0 13440 4402.1 355.0 NO 3.0 c 6 6.00 603.5 5431.5 2592.0 17640 32217 368.3 NO 3.0 Total Length of Shear, wails in line 3RD FLR 1.2.4 Total Applied Seismic Force toune 466 lb Sds 0802g Shear Per Length of Sheer wails 93.2 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height 9 ft Density of Wall 16 psf ER] Efti lb] [1bft1 [lbft] [lbftJ [ibft1 Fib] Shear Wall Length of Applied Holddown Shear Wall Label Shear Elf. Length of force on M_o M_rWall M _ririb M rTot = - i Needed Designatlo Wall Shear Wall wall M r'UF - a 5 5.00 466.0 4194.0 1800.0 1116.0 2156.7 407.5 NO 3.0 Total Length of Shear walls In line 9.5555556 ft 3RD FLR 1.4a,1; Total Applied Seismic force to line ' 1633 lb Sds 0802g Shear Per Length of Shear wails 170.89535 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height . 9 ft Density of Wail 16 psf IN Eftl Fib] (lb4ft) (lb-ft) jlbft] [lb-ft) Fib] Shear Wall Length of Applied Holddown Sheer Well Label Shear Eff. Length of force on M_o ' MrWall MJTrtb M riot= - r Needed Designatlo Wall Shear Wall wall . M rUF - fl a 4 3.56 607.6 5468,7 1152.0 840,0 2473.3 998.6 YES 3.0 b 6 6.00 1025.4 9228.3 2592.0 1890.0 3314.9 985.6 YES 3.0 a., a . 4 -- 4.. - - Total Length of Shear walls in line ft ,3.5 2 IVD 1F Total Applied Seismic Force to Line ' 3000 lb C Sds 0802 g Shear Per Length of Shear walls . 857.14286 lb/ft . WIND LjpllftFactor(LJF) 0.6 ' Top Plate Height ._9 . Density of wall .. 16 psf Ift] - ,lftl (Ib], [lb-ft) (lb-ft] [lbft] [Ib*ft] fib] Shear Wall Shear Wall Length of Eff. Length of Applied . ' Holddown Designatio Label 'Shear force on ' M o Pal rWall M rTrlb M_rTot = T Needed Shear Walt M_r'UF . Wall wall a 3.5• 3.50 3000.0 27000.0' 882.0 ' 529.2 7563.1 YES - .14 Total Length of Shear walls in line 10.5 ft 2ND 1.8.2 Total Applied Seismic Force to Line 8043 lb £ , Sd 4,802 g - Shear Per Length of Shear walls ' 766 lb/ft All Uplift Fàctor(UF) . - 0.7395 vvJ N D . ' Top Plate Height 9 ft Density of Wall 10 psf (ft] IN , (lb] [lbft1 [1bft] [lb -ft] [lb*ft] [1b] Shear Walt Length of - Applied . Hoiddown Shear Wall Label Shear, Eff. Length Of ' force on M a M rWall ' M rlrlb M rIot - . I Needed Designatlo Shear Wall — ..• — . M rUF Ii Wall , , wall a ',6'f 6.00 4596.0 41364.0 1620.0 504:o' 1570.9 1 6632.2 YES 14.0 b 4.50 3447.0 • 31023.0 '911.3 2835 , 883.6 . 5697.6. YES 14.0 I ' . -' S . ' 4 a . I a 4 . . • , a a Total Length of Shear walls In line 16 ft 2nd 1.2.8 Total Applied Seismic Force taline 2476 lb sds 0.801g Shear Per length of Shear walls 154.75 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height lOft Density of Wall 16 psf (ftJ [ft] ilbi Ilbft] (lb'ft [1bft] Llb'ftl [Ib] Shear Wall LengtI of Applied Holddown Shear Wall Label Shear Eff. Length of force on Mo M_rWall M rTñb M riot = - Needed Oeslgnatio Shear Wall - M - rUF fl Wall wall a 1 16 1 16.00 2476.0 1 34760.0 20480.0 11920.0 28400.6 397.5 NO 3 Total length of Shear walls in line 13 ft 2nd 1.1a Total Applied Seismic Force toLine 1972 lb Sds O.8O2g Shear Per length of Shear walls 151.69231 lb/ft SE! S i\1 I Uplift Factor(UF) 0.7396 Top Plate Height 10 ft Density of Wall 16 psf Ift] (ft] Ilbi lbft] ]1b-ft] [Jbft] tlbftJ [lbj Shear Wall Lengthot Applied Hoiddown Shear Wall Label Shear Eff. Length of force on M 0 M rWafl M ririb - riot M = Needed Destgnatio Wall Shear Wall wall - - - M rUF - a 13 13.00 1972.0 19720.0 13520.0 5915.0 14374.1 411.2 NO 3.0 Total length of Shear walls in line 16 ft 2nd 1.10,c Total Applied Seismic Force toLine 3550 lb Sds O8O2g Shear Per length of Shear walls 221.875 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height 10 ft Density of Wall 16 psf IN Ift] [lb) 11b4ft] [lb'ft) [Jbft] !lbftJ [lb) ShearWall Len thof Applied Holddown Shear Wall Label Shear Eff tenth of force on M 0 M rWell M ririb M riot - Needed Deslgnatio Wall Shear Wall wall - - M rLJF - n a 6 6.00 1331.3 13312.5 2880.0 20160 .< 3621.1 1615.2 YES 3.0 b 10 10.00 2218.8 22187.5 8000.0 15'7.O 17356.2 1 483.1 1 NO 3.0 Total Length of Shear walls In line 8 ft 2nd 1.4b Total Applied Seismic Force to Line 1115 lb Sds 0802 Shear Per length of Shear walls 140.625 lb/ft SEISMIC Uplift Factor(UF) 0.7396 Top Plate Height 8 ft Density of Wall 16 psf [ft) IN libi [lbft] [lbftj jlbft] [lbft] (Ib] Shear Well Length of Applied Hoiddown Shear Wall Label Shear Eff. Length of force on M_o M_rWall M_rTrib M_rTot Needed Designatio Wall Shear Wall wall M_rUF 8 8.00 1125.0 .a 9000.0 4096.0 2216.0 5112.1 486.0 NO 3.0 4 4 * 4 Gebt0chnita''I Exp1dration, 1,hc'. SOIL AND FOUNDATION ENGINEERING o GROUNDWATER o ENGINEERING GEOLOGY 27 January 2016 1 Mr. Kevin Dunn • Job No. 14-10623 Rincon Real Estate Group, Inc. . 3005 S. El Camino Real . •. - San Clemente, CA 92672 Subject: Foundation Plan Reviews - Rincon Residential Project 165, 171 and 175 Chinquapin Avenue . V .Carlsbad,"California 4 .4 Dear Mr Dunn As requested and as required by the City of Carlsbad reviewer, we have reviewed the -. V V V foundation plans for 165, 171 and 175 Chinquain Avenue, Carlsbad, California. The plans were prepared by HTK Structural' Engineers, and are dated November 24, 2015. The V reviewed structural plans included1sheets for, all addresses: ,SO.1A, S0.115, SO.21 S0.3, 'S11' V V 5.2, SD1.0-SD3.0, and SD2,1.as well as plans by Simpson Structural Tie Company (SSW1-.'.- 4 SSW4, SSW1.1, SWSB3 and SWSB4) with several dates from 2013 through 2014. The V plans were reviewed from a geotechnical engineering viewpoint t) V * After suggeáted corrections wéré made, we found the pins to be in general accordance with our recommendations presented in our "Report of Preliminary Geotechnical V V Investigation," dated October 28, 2014. A copy'of that report and this letter should be provided to pertinent contractors involved with soil, slab and foundation construction. Any' soil compaction should be as required by the City of Carlsbad. V V V - - If you have any questionsregardingthis letter, please contact our office. 'Reference to our Job No., 14-10623 will help expedite a response to your. inquiry. . Respectfully submitted, GEOTECHNICAL EXPLORATION, INC .4. '-V. '--..... •. ': .V.1 V V V Senior Geotechnical Engineer LU ' No OOO7 rn Vp cc: VShackelton Design Group * V V V p9/ ' HTK Structural Engineers, LLP V V V . I .V - - . ', V fV V V 4 1' 7420 TRADE STREETO SAN DIEGO, CA 921210 (858) 549-7W ® FAX (858) 519-1604 0 EMAIL geotech@gei sd corn REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, California JOB NO. 14-10623 28 October 2014 Prepared for: Mr. Kevin Dunn Rincon Real Estate Group, me. RECEIVED DEC 3 0 2015 CITY OF CARLSBAD BUILDING DIVISION c 34(o&p i .Geotechnical Exploration, Inc. SOIL AND FOUNDATION ENGINEERING ó. GROUNDWATER o ENGINEERING GEOLOGY 28 October 2014 Mr. Kevin Dunn Job No. 14-10623 RINCON REAL ESTATE GROUP, INC. 1520 N. El Camino Real, Unit 5 San Clemente, CA 92672 Subject: Report of Preliminary Geotechnical Investigation Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, California Dear Mr. Dunn: In accordance with your request and our proposal dated October 2, 2014, Geotechnical Exploration, Inc., has performed an investigation of the geotechnical and general geologic conditions at the subject site. The field work was performed on October 15, 2014. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will be suited for the proposed residential project consisting of three, two-story residential structures with attached garages and associated improvements. I This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 14-10623 will expedite a response to your inquiries. I Respectfully submitted, 1 GEOTECHNICAL EXPLORATION, INC. President R.C.E. 34422/G.E. 2007 C.E.G. 999/P.G. 3391 Senior Geotechnical Engineer I I 7420 TRADE STREET SAN DIEGO, CA. 921210- (858) 549-72220 FAX: (858) 549-1604 0 EMAIL: geotech@gekd.com I TABLE OF CONTENTS PAGE I. PROJECT SUMMARY 1 II. SCOPE OF WORK 1 III. SUMMARY OF GEOTECHNICAL AND GEOLOGIC FINDINGS 2 IV. SITE DESCRIPTION 3 V. FIELD INVESTIGATION 4 VI. LABORATORY TESTS AND SOIL INFORMATION 4 VU. SOIL & GENERAL GEOLOGIC DESCRIPTION 6 VIII. GEOLOGIC HAZARDS 8 IX. GROUNDWATER 16 X. RECOMMENDATIONS 17 XI. GRADING NOTES 37 XII. LIMITATIONS * 37 FIGURES Vicinity Map Site Plan flla-e. Exploratory Handpit Logs Laboratory Soil Test Results Geology Map and Legend Retaining Wall Drainage Schematic APPENDICES Unified Soil Classification System Seismic Data - EQ Fault Table Modified Mercalli Index Spectral Acceleration (SA) vs. Period (T) HI I I 111 I REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, California 308 NO. 14-10623 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. PROJECT SUMMARY It is our understanding, based on conversations with the property owner, Mr. Kevin Dunn of Rincon Real Estate Group and review of a conceptual site plan prepared by Shackelton Design Group, that the existing residential triplex structure and improvements are to be removed, and the property is being developed to receive three 3-story residential structures with attached garages, paved driveways, and associated improvements. The new structures are to be constructed of standard- type building materials utilizing conventional foundations with concrete slab on- grade floors. Final construction plans for development have not been provided to us during the preparation of this report, however, when completed they should be made available for our review. IL SCOPE OF WORK The scope of work performed for this investigation included a review of available published information pertaining to the site geology, a site geologic reconnaissance and subsurface exploration program, laboratory testing, geotechnical engineering analysis of the research, field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of I I I I It I I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 2 providing geotechnical design and construction criteria and recommendations for the project earthwork, building foundations, and slab on-grade floors. IlL SUMMARY OF GEOTECHNICAL & GEOLOGIC FINDINGS Our subsurface geotechnical investigation revealed that the lot is underlain at relatively shallow depth by medium dense, silty sand of the Quaternary-age Old Paralic Deposits (Q01367) overlain by approximately 1 to 2 feet of variable density fill/topsoils and weathered terrace materials. In their present condition, the surficial soils (fill/topsoils and weathered natural soils) will not provide a stable base for the proposed residences and associated improvements. As such, we recommend that, after demolition of existing structures and debris removal, the upper 3 feet be removed and recompacted as part of site preparation prior to the addition of any new fill or structural improvements. The formational terrace materials have good bearing strength characteristics, are of low expansion potential, and are suitable for support of the proposed recompacted fill soil and structural loads. I In our opinion, the site is suited for the proposed residential construction provided our recommendations are implemented during site development. No geologic hazards exist on or near the site that would prohibit the construction of the new I residential improvements. Conventional construction techniques and materials can be utilized. Detailed construction plans have not been provided to us for the I preparation of this report, however, when completed they should be made available for our review for new or modified recommendations. I I I Rincon Residential Project Job No. 14-10623 1 Carlsbad, California Page 3 IV. SITE DESCRIPTION I The property is known as Assessor's Parcel No. 206-070-02-00, a portion of Block "W" of Palisades No. 2, according to Recorded Map 1803, in the City of Carlsbad, I County of San Diego, State of California. For the location of the site, refer to the Vicinity Map, Figure No. I. For purposes of this report, the front of the property is considered to face north.; I The square-shaped site, consisting of approximately 9,900 square feet, is located at 165-175 Chinquapin Avenue. The property consists of a relatively level building I pad at an approximate elevation of 58 to 63 feet above MSL, sloping from a high along the east property line to a low along the west property line. Information I concerning approximate site elevations was obtained from an undated topographic survey map prepared by Pasco Laret Suiter. The property is bordered on the north by Chinquapin Avenue; on the south by level open space and a southerly-descending slope to the Aqua Hedionda lagoon; on the west by a single-family residential property at a slightly lower elevation; and on the east by a multi-family residential property at a slightly higher elevation (for Site Plan, refer to Figure No. II). Existing structures include a single-story, residential triplex structure with asphalt driveways, concrete walkways and patio areas, short masonry retaining walls to accommodate the gently-sloping lot, and associated improvements. Vegetation consists primarily of ornamental landscaping including mature trees, decorative shrubbery and some lawn grass. I Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 4 V. FIELD INVESTIGATION I A. Exploratory Excavations Five exploratory excavations were placed on the site in areas near where the proposed residential structures and improvements are to be located and where I access and soil conditions allowed (for exploratory handpit locations, refer to Figure No. II). The handpits were excavated to depths ranging to 31/2 feet in order to I obtain representative soil samples and to define a soil profile across the lot. I The soils encountered in the exploratory handpits were observed and logged by our field representative and samples were taken of the predominant soils. Excavation I logs have been prepared on the basis of our observations and laboratory testing. The results have been summarized on Figure Nos. III and IV. The predominant I soils have been classified in general conformance with the Unified Soil Classification System (refer to Appendix A). VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on retrieved soil samples in order to evaluate their physical and mechanical properties and their ability to support the proposed residential structures and improvements. Test results are presented on Figure Nos. III and IV. The following tests were conducted on the sampled soils.:. I Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 5 Moisture Content (ASTM D2216-10) Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures using Coated Samples (ASTM 11 D1188-07 Laboratory Compaction Characteristics (ASTM D1557-09) Determination of Percentage of Particles Smaller than #200 Sieve (ASTM D1140-06) I Moisture content measurements were performed to establish the in situ moisture of I samples retrieved from the exploratory excavations. Moisture content and density measurements were performed by ASTM methods 02216 and D1188, obtaining the I soil unit weight and moisture content by using the bulk specific gravity utilizing paraffin-coated specimens. These density tests help to establish the in situ I moisture and density of samples retrieved from the exploratory excavations. ' Laboratory compaction values (ASTM DI.557) establish the Optimum Moisture content and the laboratory Maximum Dry Density of the tested soils. The I relationship between the moisture and density of remolded soil samples gives qualitative information regarding existing fill conditions and soil compaction conditions to be anticipated during any future grading operation.. The passing -200 sieve size analysis (ASTM 01140) alas in classification of the I tested soils based on their fine material content and provides qualitative information related to engineering characteristics such as expansion potential, I permeability, and shear strength.. I The expansion potential of soils is determined, when necessary, utilizing the Standard Test Method for Expansion Index of Soils (ASTM D4829). In accordance with the Standard (Table 5.3), potentially expansive soils are classified as follows: I I I I I I I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 6 EXPANSION INDEX POTENTIAL EXPANSION 0 to 20 Very low 21to50 Low 51 to 90 Medium 91 to 130 High Above 130 Very high Based on our particle-size test results, our visual classification, and our experience with similar soils, it is our opinion that the majority of the on-site silty sand fill soils and formational terrace materials have a very low expansion potential (El less than 20). Based on the laboratory test data, our observations of the primary soil types, and our previous experience with laboratory testing of similar soils, our Geotechnical Engineer has assigned values for friction angle, coefficient of friction, and cohesion for those soils which will have significant lateral support or load bearing functions on the project. These values have been utilized in determining the recommended bearing value as well as active and passive earth pressure design criteria., VIZ. SOIL AND GENERAL GEOLOGIC DESCRIPTION A. Stratigrayhy I Our investigation and review of pertinent geologic maps and* reports indicate that formational terrace silty sands identified as Quaternary-age Old Paralic Deposits I (Qop6.7) underlie the entire site. The encountered soil profile includes surficial fill soils/topsoils overlying the formational terrace soils. 1 II 1 I Rincon Residential Project Job No. I4-10623 Carlsbad, California Page 7 Fill Soils/Topsoils (Oaf): The site is overlain by approximately 1 to 2 feet of surficial fill soils encountered at all exploratory excavation locations. The fill soils and topsoils consist of gray-brown, silty, fine- to medium-grained sand with many roots in the upper 1 to 2 feet. The fill soils are generally loose, dry, and of very low expansion potential. These fill soils are not suitable in their current condition for support of loads from structures or additional fill. Refer to Figure Nos. HI and IV for details. Old Paralic Deposits (Qop)j The encountered Old Paralic Deposits formational terrace materials consist of generally medium dense, light red- and tan-brown, silty, fine- to medium-grained sand. The upper 1 foot of the formational soils are in a weathered condition. These formational terrace soils were encountered at shallow depths below the fill and topsoils at all excavation locations. The formational terrace soils are of very low expansion potential and have good bearing strength characteristics. Refer to Figure Nos. III and IV for details. B. Structure I Quaternary-age Old Paralic Deposits underlie the entire site at shallow depth and are underlain at depth by the Eocene-age Santiago Formation (Tsa). The Old Paralic deposits are relatively flat-lying as depicted on the geologic map (Kennedy I and Tan, 2008; Figure No. V). Although not encountered in our shallow excavations, the Santiago Formation strikes approximately east-west and dips 8 to 10 degrees to the north-northeast as depicted on the geologic map. No faults are indicated'on or nearby the site on the geologic map. The geologic structure and I relatively flat topography presents no adverse soil stability conditions for the property I ~ I I Hi Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 8 VIII. GEOLOGIC HAZARDS The following is a discussion of the geologic conditions and hazards common to the Carlsbad area, as well as project-specific geologic information relating to development of the subject property A. Local and Regional Faults Reference to the geologic map of the area, Figure No. V (Kennedy and Tan, 2008), indicates that no faults are mapped on the site. In our explicit professional opinion, neither an active fault nor a potentially active fault underlies the site. Rose Canyon Fault: The Rose Canyon Fault Zone (Mount Soledad and Rose Canyon Faults) is mapped approximately 4.7 miles west of the subjeèt site. The Rose Canyon Fault is mapped trending north-south from Oceanside to downtown San Diego, from where it appears to head southward into San Diego Bay, through Coronado and offshore. The Rose Canyon Fault Zone is considered to be a complex zone of onshore and offshore, en echelon strike slip, oblique reverse, and oblique normal faults. The Rose Canyon Fault is considered to be capable of generating an M7.2 earthquake and is considered microseismically active, although no significant recent earthquakes are known to have occurred on the fault. Investigative work on faults that are part of the Rose Canyon Fault Zone at the 1 Police Administration and Technical Center in downtown San Diego, at'the SDG&E facility in Rose Canyon, and within San Diego Bay and elsewhere within downtown I San Diego, has encountered offsets in Holocene (geologically recent) sediments. These findings confirm Holocene displacement on the Rose Canyon Fault, which was I designated an "active" fault in November 1991 (Hart E.W. and W.A. Bryant, 2007, lip I I Rincon Residential Project U, Carlsbad, California ) Job No. 14-10623 Page 9 Fault-Rupture Hazard Zones in California, California Geological Survey Special Publication 42). In a report compiled by Rockwell et al. (2012) for Southern California Edison, it is suggested that the recurrence interval for earthquakes on the RCFZ is in the range of 400 to 500 years, with the most recent earthquake (MRE) nearly 500 years ago. The report indicates the slip rate on the RCFZ is not well constrained but a compilation of the latest research implies a long-term slip rate of approximately 2 mm/year. Newport-Inglewood Fault: The offshore portion of the Newport-Inglewood Fault Zone is located approximately 5.3 miles west and northwest of the site. A significant earthquake (M6.4) occurred along this fault on March 10, 1933. Since then no additional significant events have occurred. The fault is believed to have a slip rate of approximately 0.6-mm/yr with an unknown recurrence interval. This fault is believed capable of producing an earthquake of M6.0 to M7.4 (SCEC, 2004). Coronado Bank Fault: The Coronado Bank Fault is located approximately 20.6 • miles southwest of the site. Evidence for this fault is based upon geophysical data (acoustic profiles) and the general alignment of epicenters of recorded seismic activity (Greene, 1979). The Oceanside earthquake of M5.3 recorded July 13, 1986, is known to have been centered on the fault or within the Coronado Bank Fault Zone. Although this fault is considered active, due to the seismicity within the fault zone, it is significantly less active seismically than the Elsinore Fault (Hileman, 1973). It is postulated that the Coronado Bank Fault is capable of generating a M7.6 earthquake and is of great interest due to its close proximity to the greater San Diego metropolitan area. _ Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 10 Elsinore Fault: The Elsinore Fault is located approximately 24.8 to 58.2 miles east and northeast of the site. The fault extends approximately 200 km (125 miles) from the Mexican border to the northern end of the Santa Ana Mountains. The Hi Elsinore Fault zone is a 1- to 4-mile-wide, northwest-southeast-trending zone of discontinuous and en echelon faults extending through portions of Orange, Riverside, San Diego, and Imperial Counties. Individual faults within the Elsinore Fault Zone range from less than 1 mile to 16 miles in length. The trend, length and geomorphic expression of the Elsinore Fault Zone identify it as being a part of the highly active San Andreas Fault system. Like the other faults in the San Andreas system, the Elsinore Fault is a transverse fault showing predominantly right-lateral movement. According to Hart, et al. (1979), this movement averages less than 1 centimeter per year. Along most of its length, the Elsinore Fault Zone is marked by a bold topographic expression consisting of linearly aligned ridges, swales and hallows. Faulted Holocene alluvial deposits (believed to be less than 11,000 years old) found along several segments of the fault zone suggest that at least part of the zone is currently active. Although the Elsinore Fault Zone belongs to the San Andreas set of active, northwest-trending, right-slip faults in the southern California area (Crowell, 1962), it has not been the site of a major earthquake in historic time, other than a M6.0 A, earthquake near the town of Elsinore in 1910 (Richter, 1958; Toppozada and Parke, 1982). However, based on length and evidence of late-Pleistocene or Holocene displacement, Greensfelder (1974) has estimated that the Elsinore Fault Zone is reasonably capable of generating an earthquake with a magnitude as large as M7.5. Study and logging of exposures in trenches placed in Glen Ivy Marsh across the Glen Ivy North Fault (a strand of the Elsinore Fault Zone between Corona and Lake Elsinore), suggest a maximum earthquake recurrence interval of 300 years, and II I Hi Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 11 when combined with previous estimates of the long-term horizontal slip rate of 0.8 to 7.0 mm/yearf suggest typical earthquake magnitudes of M6.0 to M7.0 (Rockwell, 1985). More recently, the California Geologic Survey (2002) considers the Elsinore Fault capable of producing an earthquake of M6.8 to M7.1. San Jacinto Fault: The San Jacinto Fault is located approximately 47.3 to 60.4 miles to the northeast of the site. The San Jacinto Fault Zone consists of a series of closely spaced ,faults, including the Coyote Creek Fault, that form the western margin of the San Jacinto Mountains. The fault zone extends from its junction with the San Andreas Fault in San Bernardino, southeasterly toward the Brawley area, where it continues south of the international border as the Imperial Transform Fault (Earth Consultants International, 2009), The San Jacinto Fault zone has a high level of historical seismic activity, with at least 10 damaging earthquakes (M6.0 to M7.0) having occurred on this fault zone between 1890 and 1986. Earthquakes on the San Jacinto Fault in 1899 and 1918 caused fatalities in the Riverside County area. Offset across this fault is predominantly right-lateral, similar to the San Andreas Fault, although some investigators have suggested that dip-slip motion contributes up to 10% of the net slip (Ed, 2009). The segments of the San Jacinto Fault that are of most concern to major metropolitan areas are the San Bernardino, San Jacinto Valley and Anza segments. Fault slip rates on the various segments of the San Jacinto are less well constrained than for the San Andreas Fault, but the available data suggest slip rates of 12 ±6 mm/yr for the northern segments of the fault, and slip rates of 4 ±2 mm/yr for the southern segments. For large ground-rupturing earthquakes on the San Jacinto fault, various investigators have suggested a recurrence interval of 150 to 300 I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 12 I ,years. The Working Group on California Earthquake Probabilities (WGCEP, 2008) has estimated that there is a 31 percent probability that an earthquake of M6.7 or greater will occur within 30 years on this fault. Maximum credible earthquakes of M6.7, M6.9 and M7.2 are expected on the San Bernardino, San Jacinto Valley and I Anza segments, respectively, capable of generating peak horizontal ground accelerations of 0.48g to 0.53g in the County of Riverside, (Ed, 2009). A M5.4 I earthquake occurred on the San Jacinto Fault on July 7, 2010. The United States Geological Survey has issued the following statements with respect to the recent seismic activity on southern California faults: The San Jacinto fault, along with the Elsinore, San Andreas, and other faults, is part of the plate boundary that accommodates about 2 inches/year of motion as the Pacific plate moves northwest relative to the North American plate. The largest recent earthquake on the San Jacinto fault, near this location, the M6.5 1968 Borrego Mountain earthquake April 8, 1968, occurred about 25 miles southeast of the July 7, 2010,. M5.4 earthquake. ' This M5.4 earthquake follows the 4th of April 2010, Easter Sunday, M7.2 earthquake, located about 125 miles to the south, well south of the US Mexico international border. A M4.9 earthquake occurred in I the same area on June 12th at 8:08 pm (Pacific Time). Thus this section of the San Jacinto fault remains active. I Seismologists are watching two major earthquake faults in southern California. The San Jacinto fault, the most active earthquake fault in southern California, extends for more than 100 miles from the I international border into San Bernardino and Riverside, a major metropolitan area often called the Inland Empire. The Elsinore fault is more than 110 miles long, and extends into the Orange County and '. Los Angeles area as the Whittier fault. The Elsinore fault is capable of a major earthquake that would significantly affect the large metropolitan areas of southern California. The Elsinore fault has not I hosted a major earthquake in more than 100 years. The occurrence of these earthquakes along the San Jacinto fault and continued aftershocks demonstrates that the earthquake activity in the region I I' El Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 13 remains at an elevated level. The San Jacinto fault is known as the most active earthquake fault in southern California. Caltech and USGS seismologist continue to monitor the ongoing earthquake activity using the Caltech/USGS Southern California Seismic Network and a GPS network of more than 100 stations. B. Other Geologic Hazards Ground Rupture: Ground rupture is characterized by bedrock slippage along an established fault and may result in displacement of the ground surface. For ground rupture to occur along a fault, an earthquake usually exceeds M5.0. If a M5.0 earthquake were to take place on a local fault, an estimated surface-rupture length 1 mile long could be expected (Greensfelder, 1974). Our investigation indicates that the subject site is not directly on a known active fault trace and, therefore, the risk of ground rupture is remote, Ground Shaking: Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity. Ground shaking is considered to be the greatest seismic hazard in San Diego County. The intensity of ground shaking is dependent on the magnitude of the earthquake, the distance from the earthquake, and the seismic response characteristics of underlying soils and geologic units. Earthquakes of M5.0 or greater are generally associated with significant damage. It is our opinion that the most serious damage to the site would be caused by a large earthquake originating on a nearby strand of the Rose Canyon or Newport-Inglewood Faults. Although the chance of such an event is remote, it could occur within the useful life of the structure. Landslides: Based upon our geotechnical investigation and review of the geologic map (Kennedy and Tan, 2005 and 2008), there are no known or suspected ancient landslides located on the site. ~ I I ~ I I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 14 Liquefaction: The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily in loose, saturated sands and silts when they are sufficiently shaken by an earthquake. On this site, the risk of liquefaction of foundation materials due to seismic shaking is also considered to be remote due to the dense nature of the natural-ground material, the anticipated high density of the proposed recompacted fill, and the lack of a shallow static groundwater surface under the site. No soil liquefaction or soil strength loss is anticipated to occur due to a seismic event. Tsunami: A tsunami is a series of long waves generated in the ocean by a sudden displacement of a large volume ofwater. Underwater earthquakes, landslides, volcanic eruptions, meteoric impacts, or onshore slope failures can cause this displacement. Tsunami waves can travel at speeds averaging 450 to 600 miles per hour. As a tsunami nears the coastline, its speed diminishes, its wave length decreases, and its height increases greatly. After a major earthquake or other tsunami-inducing activity occurs, a tsunami could reach the shore within a few minutes. One coastal community may experience no damaging waves while another may experience very destructive waves. Some low-lying areas could experience severe inland inundation of water and deposition of debris more than 3,000 feet inland. The site is located less than 0.3-mile from the Pacific Ocean strand line at an elevation of 58 to 63 feet AMSL. It is unlikely that a tsunami would affect the lot. Although the Aqua Hedionda lagoon is mapped within a possible inundation zone on the California Geological Survey's 2009 "Tsunami Inundation Map for Emergency I Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 15 Planning, Oceanside Quadrangle, San Diego County," the subject site is not mapped within the zone due to its elevation. Geologic Hazards Summary: It is our opinion, based upon a review of the available geologic maps, our research, and our site investigation, that the site is underlain by relatively stable formational materials (and shallow fill/topsoils to be recompacted), I and is suited for the proposed residential structures and associated improvements provided the recommendations herein are implemented. No significant geologic I hazards are known to exist on the site that would prevent the proposed construction. In our professional opinion, no "active" or "potentially active" faults I underlie the project site. The most significant geologic hazard at the site is anticipated ground shaking from earthquakes on active Southern California and Baja California faults. The United States Geologic Survey has issued statements indicating that seismic activity in Southern California may continue at elevated levels with increased risk to major metropolitan areas near the Elsinore and San Jacinto faults. These faults are too far from the subject property to present a seismic risk. To date, the nearest known active" faults to the subject site are the northwest-trending Rose Canyon Fault, Newport-Inglewood Fault and the Coronado Bank Fault. No significant geologic hazards are known to exist on or near the site that would prevent the proposed construction. Li Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 16 I IX GROUNDWATER Groundwater and/or perched water, conditions were not encountered at the explored excavation locations and we do not expect significant groundwater problems to develop in the future if proper drainage is maintained on the property. It should be kept in mind that construction operations will change surface drainage patterns and/or reduce surface permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The appearance of such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. Based on our site observations and laboratory testing, it is our opinion that the silty sand fill soils and underlying medium dense silty sand formational soils are relatively permeable and well-suited for the use of permeable payers. Shallow perching conditions were not encountered on this lot and are not characteristic of the sandy soil conditions comprising this area of Carlsbad. It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. Water conditions, where suspected or encountered during grading and/or construction, should be evaluated and remedied by the, project civil and geotechnical consultants. The project developer and property owner, however, must realize that post- I / Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 17 construction appearances of groundwater may have to be dealt with on a site- specific basis. - X. RECOMMENDATIONS The following recommendations are based upon the practical field investigation I conducted by our firm, and resulting laboratory tests, in conjunction with our knowledge and experience with similar soils in the Carlsbad area. The opinions, conclusions, and recommendations presented in this report are 1 contingent upon Geotechnical Exploration, Inc. being retained to review the final plans and specifications as they are developed and to observe the site earthwork I and installation of foundations. Recommendations presented herein are based on undated preliminary conceptual plans provided by our client. A. Seismic Design Criteria 1. Seismic Data Bases: An estimation of the peak ground acceleration and the I repeatable high ground acceleration (RHGA) likely to occur at the project site is based on the known significant local and regional faults within 100 miles of I the site. In addition, we have reviewed a listing of the known historic seismic events that have occurred within 100 miles of the site at an M5.0 or greater since the year 1800, and the probability of exceeding the I experienced ground accelerations in the future based upon the historical record. - I Li I I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 18 The RHGA and seismic events within 100 miles are derived from tables generated from computer programs EQSearch and EQFault by Thomas F. Blake (2000) utilizing a file listing of recorded earthquakes (EQSearch) and a digitized file of late-Quaternary California faults (EQFault). The EQSearch tables are retained in our files for future reference, and we have included the EQFault Table as Appendix B. Estimations of site intensity are also provided in these listings as Modified Mercalli Index values. The Modified Mercalli Intensity Index is provided as Appendix C. 2. Seismic Design Criteria: The proposed structure should be designed in accordance with the 2013 CBC, which incorporates by reference the ASCE 7- 10 for seismic design. We recommend the following parameters be utilized. We have determined the mapped spectral acceleration values for the site based on a latitude of 33.1467 degrees and longitude of 117.3433 degrees, utilizing a program titled "U.S. Seismic Design Maps and Tools," provided by the USGS, which provides a solution for ASCE 7-10 (2013 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of SD. The response parameters for design are presented in the following table. The design Spectral Acceleration (SA) vs. Period (T) is shown on Appendix D. TABLE I Mapped —Spectral Acceleration Values and Design Parameters Sr. IS, I Fa I F S. Is,,,, I Sds I Sd1 1.162 10.446 11.035 11.554 11.203 10.693 10.802 10.462 Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 19 B. Preparation of Soils for Site Development Clearing and Stripping: The existing structures, improvements, and vegetation on the site should be removed prior to the preparation of the building pads and areas of associated improvements. This includes root systems of the existing trees. Holes resulting from the removal of root systems or other buried foundations, piping, debris or obstructions that extend below the planned grades should be cleared and backfilled with properly compacted fill.: Treatment of Existing Fill or Loose Surficial Soils: In order to provide suitable foundation support for the proposed residential structures and associated improvements, we recommend that the existing fill/topsoils and any loose surficial soils that remain after the necessary site excavations have been made be removed and recompacted. The anticipated depth of removal is approximately 3 feet. The recompaction work should consist of (a) removing the fill/topsoils and loose surficial soils down to native medium dense to dense formational terrace materials; (b) scarifying, moisture conditioning, and compacting the exposed subgrade soils; and (c) replacing the excavated material as compacted structural fill. The areal extent and depth required to remove the loose fill and surficial soils should be confirmed by our representatives during the excavation work based on their examination of the soils being exposed. The lateral extent of the excavation and recompaction should be at least 5 feet beyond the edge of the perimeter foundations and any areas to receive exterior improvements I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 20 --.--.or- alateral distance equal to the depth of soil removed at any specific location, whichever is larger. Any unsuitable materials (such as oversize rubble or rocks, and/or organic matter) should be-selectively removed as directed by our representative and disposed of off-site. Any rigid improvements founded on existing loose or soft fill or surface soils I can be expected to undergo movement and possible damage. Geotechnical Exploration, Inc. takes no responsibility for the performance of any I improvements built or loose natural soils or inadequately compacted fills. Subgrade Preparation: After the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in the areas to receive fill and/or building improvements should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements for structural fill. Anticipated excavation into formational soils should not need scarification or recompaction unless soft or loose soils are exposed. The near-surface moisture content of fine-grained soils should be maintained by periodic sprinkling until within 48 hours prior to concrete placement. Expansive Soil Conditions: We do not anticipate that significant quantities of medium or highly expansive clay soils will be encountered during grading. Should such soils be encountered and used as fill, however, they should be moisture conditioned or dried to no greater than 5 percent above Optimum - Moisture content, compacted to 88 to 92 percent, and placed outside building areas. Soils of medium or greater -expansion potential should not be used as retaining wall backfill soils. E Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 21 Material for Fill: Existing on-site soils with an organic content of less than 3 percent by volume are, in general, suitable for use as fill. Any required, imported fill material (such as for retaining wall backfill) should be a low- expansion potential (Expansion Index of 50 or less per ASTM D4829-11). In addition, both imported and existing on-site materials for use as fill should not contain rocks or lumps more than 6 inches in greatest dimension. All materials for use as fill should be approved by our firm prior to filling. Retaining wall and trench backfill material should not contain material larger than 3 inches in greatest dimension. Fill Compaction: All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASIM D1557-09. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: (1) aerating and drying the fill if itis too wet, or (2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. For low expansive soils, the moisture content should be within 2 percent of optimum. I No uncontrolled fill soils should remain after completion of the site work. In the event that temporary ramps or pads are constructed of uncontrolled fill soils, the loose fill soils should be removed and/or recompacted prior to I completion of the grading operation. Trench and Retaining Wall Backfill: Utility trenches and retaining walls should preferably be backfilfed with on-site, low-expansive or imported, low- expansive compacted fill; gravel is also a suitable backfill material but should I I I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 22 I U be used only if space constraints will not allow the use of compaction equipment. Gravel can also be used as backfill around perforated subdrains I protected with geofabric. All backfill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and I compacted to a minimum degree of compaction of 90 percent by mechanical means. I Our experience has shown that even shallow, narrow trenches (such as for I irrigation and electrical lines) that are not properly compacted, can result in problems, particularly with respect to shallow groundwater accumulation and I 1 Backfill soils placed behind retaining walls and/or crawl space retaining walls should be installed as early as the retaining walls are capable of supporting I lateral loads. Backfill soils behind retaining walls should be low expansive, with an Expansion Index equal to or lower than 50. All areas backfilled with I gravel should be capped with a minimum 12-inch-thick layer of properly compacted on-site soils overlying. Mirafi 140N filter fabric to reduce the potential for fines loss into the gravel. C. Design Parameters for Pro-Dosed-Foundations In order to support the proposed structures on conventional continuous concrete I foundations the following recommendations should be followed. Footings should extend into formational soils or properly compacted fill soils to a depth of 18 inches. I I I I I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 23 10. Footings: Footings for the new residential structures should bear on I undisturbed formational materials or properly compacted fill soils. The footings for the proposed structures should be founded at least 18 inches below the lowest adjacent finished grade and have a minimum width of 12 1 inches. The footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.0:1.0 plane projected upward from the bottom edge of the adjacent utility trench. Otherwise, the trenches should be excavated farther from the footing locations. I 11.. Bearing Values: At the recommended depths, footings on native, medium dense formational soil or properly compacted fill soil may be designed for I allowable bearing pressures of 3,000 pounds per square foot (psf) for combined dead and live loads and may be increased one-third for all loads, I including wind or seismic. The footings should have a minimum width of 12 inches. 12. Footing Reinforcement: All continuous footings should contain top and I bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 5 top and two No. 5 bottom reinforcing bars be provided in the footings. A minimum I clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. Isolated square footings should contain, I as a minimum, a grid of three No. 4 steel bars on 12-inch centers, both ways. In order for us to offer an opinion as to whether the footings are I founded on soils of sufficient load bearing capacity, it is essential that our I I I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 24 representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. NOTE: The project Civil/Structural Engineer should review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracking and separations. Lateral Loads: Lateral load resistance for the structure supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.40 is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 300 pounds per cubic foot (pcf) acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed formational materials and/or properly compacted fill materials. These Lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing. Settlement: Settlements under building loads are expected to be within tolerable limits for the proposed residences. For footings designed in accordance with the recommendations presented in the preceding paragraphs, we anticipate that total settlements should not exceed 1 inch and that post-construction differential angular rotation should be less than 1/240. I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 25 D. Concrete Slab-on-grade Criteria I Slabs on-grade may only be used on new, properly compacted fill or when bearing on dense natural soils. I - 15. Minimum Floor Slab Reinforcement: Based on our experience, we have found that, for various reasons, floor slabs occasionally crack. Therefore, we recommend that all slabs-on-grade contain at least a minimum amount of I reinforcing steel to reduce the separation of cracks, should they occur. I Interior floor slabs should be a minimum of 4 inches actual thickness and be reinforced with No. 3 bars on 18-inch centers, both ways, placed at midheight in the slab. Slab subgrade soil moisture should be verified by a Geotechnical Exploration, Inc. representative to have the proper moisture I content within 48 hours prior to placement of the vapor barrier and pouring of concrete. Shrinkage control joints should be placed no farther than 20 I feet apart and at re-entrant corners. The joints should penetrate at least 1 inch into the slab. Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. 16. Slab Moisture Protection and Vapor Barrier Membrane: Although it is not the responsibility of geotechnical engineering firms to provide moisture -protection recommendations, as a service to our clients we provide the following discussion and suggested minimum protection criteria. Actual I Rincon Residential Project I, Carlsbad, California Job No. 14-10623 Page 26 recommendations should be provided by the architect and waterproofing - consultants or product manufacturer. Soil moisture vapor can result in damage to moisture-sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mold and staining on slabs, walls, and carpets. The common practice in Southern California is to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60- ml!. Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness. These products are no longer considered adequate for moisture protection and can actually deteriorate over time. Specialty. vapor retarding products possess higher tensile strength and are - more specifically designed for and intended to retard moisture transmission 1 into- and through concrete slabs. The use of such products is highly recommended for reduction of floor slab moisture emission The following American Society for Testing and Materials (ASTM) and American Concrete Institute (ACI) sections address the issue of moisture transmission into and through concrete slabs: ASTM E1745-97 (2009) Standard Specification for Plastic Water Vapor Retarders Used in Contact Concrete Slabs; ASTM E154-88 (2005) Standard Test Methods for Water Vapor Retarders Used in Contact with Earth; ASTM E96-95 Standard Test Methods for Water Vapor Transmission of Materials; ASTM E1643-98 (2009) Standard Practice for Installation of Water Vapor Retarders Used in Contact Under Concrete Slabs; and AC! 302.211-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. III :1 Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 27 16.1 Based on the above, we recommend that the vapor barrier consist of a minimum 15-mil extruded polyolefin plastic (no recycled content or woven materials permitted). Permeance as tested before and after mandatory conditioning (ASTM E1745 Section 7.1 and sub-paragraphs 7.1.1-7.1.5) should be less than 0.01 perms (grains/square foot/hour in Fig) and comply with the ASTM E1745 Class A requirements. Installation of vapor barriers should be in accordance with ASTM E1643. The basis of design is 15-mil StegoWrap vapor barrier placed per the manufacturer's guidelines. Reef Industries Vapor Guard membrane has also been shown to achieve a permeance of less than 0.01 perms. Our suggested acceptable moisture retardant membranes are based on a report entitled "Report of Water Vapor Permeation Testing of Construction Vapor Barrier Materials" by Dr. Kay Cooksey, Ph.D., Clemson University, Dept. of Packaging Science, 2009-10. The membrane may be placed directly on properly compacted subgrade soils and directly underneath the slab. Proper slab curing is required to help prevent slab curling. 16.2 Common to all acceptable products, vapor retarder/barrier joints must be lapped and sealed with mastic or the manufacturer's recommended tape or sealing products. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. All these construction deficiencies reduce the retarder's effectiveness. In no case should retarder/barrier products be punctured or gaps be allowed to form prior to or during concrete placement. I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 28 16.3 As previously stated, following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of any floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. ~ I Concrete Isolation Joints: We recommend the project Civil/Structural Engineer incorporate isolation joints and control joints (sawcuts) to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. We recommend that concrete shrinkage joints be spaced no farther than approximately 20 feet apart, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected; Exterior Slab Reinforcement: Exterior concrete slabs should be at least 4 inches thick. As a minimum for protection of on-site improvements, we recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.), be founded on properly compacted and tested fill or dense native formation and be underlain by 2 Inches (and no more than 3 inches) of compacted clean leveling sand, with No. 3 bars at 18-inch centers, both ways, at the center of the slab. Exterior slabs should contain adequate isolation and control joints as noted in the following paragraphs. The performance of oh-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing I HI I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 29 soil conditions. The improvements should not be built on loose soils or fills placed without our observation and testing. The subgrade of exterior improvements should be verified as properly prepared within 48 hours prior to concrete placement. A minimum thickness of 2 feet of properly recompacted soils should underlie exterior slabs on-grade for secondary improvements. Exterior Slab Control Joints: For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 12 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properly maintained. Concrete slab joints should be dowelled or continuous steel. reinforcement should be provided to help reduce any potential differential movement. Concrete Pavement: New concrete driveway and parking slabs should be at least 51/2 inches thick and rest on properly prepared and compacted subgrade soils. Subgrade soil for driveway and parking areas should be dense or, if fill, be compacted to at least 95 percent of Maximum Dry Density. The driveway and parking slabs should be provided with reinforcing consisting of No. 4 bars spaced no farther than 15 inches apart in two perpendicular directions. The concrete should be at least 3,500 psi compressive strength, with control joints no farther than 12 feet apart and also at re-entrant corners. Pavement joints should be properly sealed with permanent joint sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2012 Edition. I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 30 Control joints should be placed. within 12 hours after concrete placement or I as soon as the concrete allows sawcutting without aggregate raveling. The sawcuts should penetrate at-least one-quarter the thickness of the slab. Permeable Driveway Payers: If permeable payers are considered, it is our opinion based on our site observations and laboratory testing, that the on- site silty sand fill soils and underlying medium dense silty sand formational soils are well-suited for the use of permeable payers. It is recommended that a minimum 6-inch thick base layer of crushed miscellaneous rock material, compacted to at least 95 percent relative compaction, be placed below a 1-inch thick leveling sand layer under the payers. The subgrade soils supporting the base layer should also be compacted to 95 percent relative compaction. E. Stones It is our understanding that no permanent slopes are proposed at this time. Should portions of the site be modified to include new slopes, our office should be contacted for additional recommendations. ~ I Temporary Slopes: Should temporary slopes be needed for retaining wall construction (not currently proposed) or removal and recompaction site grading, they should be stable for a maximum slope ratio of 0.75:1.0 (horizontal to vertical) to a maximum height of 12 feet. No soil stockpiles, improvements or other surcharges may exist or be placed within a horizontal distance of 10 feet from the excavation. II II HI Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 31 The stability of temporary construction slopes will depend largely on the Ir contractors activities and safety precautions (storage and equipment loadings near the tops of cut slopes, surface drainage provisions, etc.), it should be the contractor's responsibility to establish and maintain all 1 temporary construction slopes at a safe inclination appropriate to his methods of operation. If these recommendations are not feasible due to space constraints, temporary shoring may be required for safety and to protect adjacent property improvements. This office should be contacted for additional recommendations if shoring or steep temporary slopes are required. Ca/-OSHA: Where not superseded by specific recommendations presented in this report, trenches, excavations, and temporary slopes at the subject site should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. F. Retaining Wall Design Criteria At present, we are not aware of retaining walls planned for the project. However, in the event that property line or interior project walls are required, we are providing the following wall design criteria based on the encountered soil conditions. Static Design Parameters: Retaining walls must be designed to resist lateral I earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining retained surface. We recommend that restrained I retaining walls with level backfill be designed for an equivalent fluid pressure ~ 11 Hi HI Rincon Residential Project Job No. 14-10623 Carlsbad, California - Page 32 of 56 pcf for low expansive import or on-site soils. Wherever restrained walls will be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to 0.47 times the anticipated surcharge pressure. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. Seismic Earth Pressures: If seismic loading is to be considered for retaining walls more than 6 feet in height, they should be designed for seismic earth pressures in addition to the normal static pressures. The soil seismic increment is an equivalent fluid weight of 8 pcf. A Kh value of 0.18 may be used is a computer program such as "Retaining Wall Pro" or a similar program is used for wall design. The soil pressures described above may be used for the design of shoring structures. Design Parameters - Unrestrained: The active earth pressure to be utilized in the design of any cantilever retaining walls (utilizing on-site or imported very low- to low-expansive soils [El less than 50] as backfill) should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that an unrestrained retaining wall is surcharged by sloping backfill, the design active earth pressure should be based on the appropriate Equivalent Fluid Weight presented in the following table. Rincon Residential Project, . . Job No. 14-10623 Carlsbad, California Page 33. I / ' I 2C10 42 48 50 52 (ting sKPe) *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. S .,. Backfill soils should donsist of low-expansive soils with El less than 50, and - I should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane at 300 from vertical, and passing by the heel of I the foundation and the back face of the retaining wall. 1 . 27. Surcharge Loads: Any surcharge loads placed on the active wedge behind a - cantilever wall should be included in the desigh by multiplying the vertical - I load by a factor of 0.31. This factor converts the vertical load to a horizontal load. S 28. Wall Drainage:. Proper subdrains and freedraining backwall material or I board drains (such as i-drain or.Miradrain) should be installed behind all retaining walls (in addition to proper waterproofing) on the subject project (see Figure No. VI for Retaining Wall Backdrain and Waterproofing I .. liability for Schematic). GeotechnIcal Exploration, Inc. will assume no - damageto structures or improvements that is attributable to poor drainage. Architectural plans should clearly indicate that subdrains for any lower-level 1 1 walls be placed at an elevation at least 1 foot below the top of the outer face of the footing, not on top of the footing. At least 0.5-percent gradient should I - be provided to the subdrain. . S I - -S.imp - LJ Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 34 The subdrain should be placed in an envelope of crushed rock gravel up to 1 inch in maximum diameter, and be ''Wrapped with Mirafi 140N filter fabric or equivalent. The subdrain should consist of Amerdrain, QuickDrain (rectangular section boards), or equivalent products. A sump pump may be required if project elevations and discharge points do not allow for outlet via gravity flow. The collected water should be taken to an approved drainage facility. Open head joint subdrain discharge is not considered acceptable for retaining walls. All subdrain systems should be provided with access risers for periodic cleanout. Drainage Quality Control: It must be understood that it is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor to verify proper wall sealing, geofabric installation, protection board (if needed), drain depth below interior floor or yard surface, pipe percent slope to the outlet, etc. G. Site Drainage Considerations Erosion Control: Appropriate erosion control measures should be taken at all times during and after construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad areas or causing erosion on soil surfaces. 31 Surface Drainage: Adequate measures should be taken to properly finish- grade the lot after the residential structures and other improvements are in place. Drainage waters from this site and adjacent properties should be directed away from the footings, floor slabs, and slopes, onto the natural i Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 35 drainage direction for this area or into properly designed and approved drainage facilities provided by the project civil engineer in the grading plans. Roof gutters and downspouts should be installed on the residences, with the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the footings and floor slabs. Failure to observe this recommendation could result in undermining and possible differential settlement of the structures or other improvements or cause other moisture-related problems. Currently, the California Building Code requires a minimum 1-percent surface gradient for proper drainage of building pads unless waived by the building official. Concrete pavement may have a minimum gradient of 0.5-percent. Planter Drainage: Planter areas, flower beds and planter boxes should be sloped to drain away from the footings and floor slabs at a gradient of at least 5 percent within 5 feet from the perimeter walls. Any planter areas adjacent to the residences or surrounded by concrete improvements should be provided with sufficient area drains to help with rapid runoff disposal. No water should be allowed to pond adjacent to the residence or other improvements or anywhere on the site. H. General Recommendations ~ 11 Project Start UD Notification: In order to reduce any work delays during site development, this firm should be contacted at least 48 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel ~ I HI 1 Rincon Residential Project 1, Carlsbad, California Job No. 14-10623 Page 36 reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc.). I 34. Construction Best Management Practices (BMPs): Construction BMPs must be implemented in accordance with the requirements of the controlling I jurisdiction. At the very least, sufficient BMPs must be installed to prevent silt, mud or other construction debris from being tracked into the adjacent I street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning 1 any such debris that may be in the street or alley at the end of each work day or after a storm event that causes breach in the installed construction Js BMPs. I All stockpiles of uncompacted soil and/or building materials that are intended to be left unprotected for a period greater than 7 days are to be provided I with erosion and sediment controls. Such soil must be protected each day when the probability of rain is 40% or greater. A concrete washout should I be provided on all projects that propose the construction of any concrete improvements that are to be poured in place. All erosion/sediment control devices should be maintained in working order at all times. All slopes that I are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction I HI ~ I ii Ti Li Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 37 materials and equipment must be protected against any potential release of pollutants into the environment. XL GRADING NOTES Geotechnical Exploration, Inc.. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this "Report of Preliminary Geotechnical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All retaining wall and trench backfill should be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observations and testing, XIL LIMITATIONS Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with similar soils and formational materials located in this area of Carlsbad. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. it is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. I ~ I LI Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 38 I., The work performed and recommendations presented herein are the result of an investigation and analysis that meet the contemporary standard of care in our profession within the County of San Diego. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to the building plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans. We should be retained to review the project plans once they are available, to see that our recommendations are adequately incorporated in the plans. As stated previously, it is not within the scope of our services to provide quality control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor and/or their retained construction inspection service provider to verify proper wall sealing, geofabric installation, protection board installation (if needed), drain depth below interior floor or yard surface, pipe percent slope to the outlet, etc. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for the safety of personnel other than, our own; the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considered any of the recommended actions presented herein to be unsafe. I I I] P U I LI III I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 39 The., firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our 3ob No. 14-10623 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ....... Cathy K. Ganze Jaime A. Cerros, P.E. Senior Project Geologist R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer L Reed, President C.E.G. 999/P.G. 3391 /O ESSIO,p* No.002007 rri 70 -a _CRTlplgØ * JL4J2j REFERENCES JOB NO. 14-10623 October 2014 Association of Engineering Geologists, 1973, Geology and Earthquake Hazards, Planners Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special Publication, p. 44. Berger & Schug, 1991, Probabilistic Evaluation of Seismic Hazard in the San Diego-Tijuana Metropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists. Blake, T., 2002, EQFault and EQSearch Computer Programs for Deterministic Prediction and Estimation of Peak Horizontal Acceleration from Digitized California Faults and Historical Earthquake Catalogs, California Geological Survey 2009 Tsunami Inundation Map for Emergency Planning, La Jolla Quadrangle, San Diego County. Cooksiey, K., 2009-10, Report of Water Vapor Permeation Testing of Construction Vapor Barrier Materials, Clemson University, Department of Packaging Science. Crowell, J.C., 1962, Displacement Along the San Andreas Fault, California; Geologic Society of America Special Paper 71, 61 p. Derriere, T.A., 2003, Geology of San Diego County, California, BRCC San Diego Natural History Museum. Greene, H.G., 1979, Implication of Fault Patterns in the Inner California Continental Borderland between San Pedro and San Diego, in "Earthquakes and Other Perils, San Diego Region," P.L. Abbott and W.J. Elliott, editors. Greensfelder, R.W., 1974, Maximum Credible Rock Acceleration from Earthquakes in California; Calif. Div. of Mines and Geology, Map Sheet 23. Hart, E.W., D.P. Smith, and R.B. Saul, 1979, Summary Report: Fault Evaluation Program, 1978 Area (Peninsular Ranges-Salton Trough Region), Calif. Div. of Mines and Geology, OFR 79-10 SF, 10. Hart E.W. and W.A. Bryant, 1997, Fault-Rupture Hazard Zones in California, California Geological Survey, Special Publication 42, Supplements 1 and 2 added 1999. Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML=5.3) Earthquake Sequence in the Continental Borderland, Southern California Bulletin of the Seismological Society of America, v. 78, p. 1885-1906. Hileman, LA., C.R. Alien and J.M. Nordquist, 1973, Seismicity of the Southern California Region, January 1, 1932 to December 31, 1972; Seismological Laboratory, Cal-Tech, Pasadena, Calif. Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California; Bulletin 200, Calif. Div. of Mines and Geology. Kennedy, M.P., S.H. Clarke, H.G. Greene, R.C. Jachens, V.E. Langenheim, J.J. Moore and D. M. Burns, 1994, A digital (GIS) Geological/Geophysical/Seismological Data Base for the san Diego 30x60 REFERENCES/Page 2 ~ I ~ I I I I I I I I Quadrangle, California—A New Generation, Geological Society of America Abstracts with Programs, v. 26, P. 63. Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-1A. Kennedy, M.P. and S.H. Clarke, 19978, Age of Faulting In San Diego Bay in the Vicinity of the Coronado Bridge, an addendum to Analysis of Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-10B. Kennedy, M.P. and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay and Hazard to the Coronado Bridge, California Geology. Kennedy, M.P. and S.S. Tan, 1977, Geology of National City, Imperial Beach, and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 29, California Division of Mines and Geology. Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase, 1975; Character and Recency of Faulting, San Diego Metropolitan Area, California, Special Report 123, Calif. Div. of Mines and Geology. Kennedy, M.P. and S.S. Tan, 2005 and 2008, Geologic Map of San Diego 30'x60' Quadrangle, California, California Geological Survey, Dept. of Conservation. Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif. Div. of Mines and Geology Map Sheet 40, 1:50,000. Kern, J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San Diego County, California in Heath, E. and L. Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp. 1-8. Kern, P., 1983, Earthquakes and Faults in San Diego, Pickle Press, San Diego, California. McEuen, R.B. and C.J. Pinckney, 1972, Seismic Risk in San Diego; Transactions of the San Diego Society of Natural History, v. 17, No. 4. Reed, L.D., 2005, The Soledad Avenue Terrace: A Newly Identified Pleistocene Marine Terrace Deposit, Association of Engineering Geologists, Abstract and Presentation, Las Vegas, Nevada. Reed, L.D., 2009, The Chronology and Rate of Mt. Soledad Uplift and Resultant Creation of Landslide- prone Terrain, La Jolla, California, Association of Environmental and Engineering Geologists, Abstract and Presentation, Lake Tahoe, Nevada. Reed, L.D., 2009, Preliminary Evidence of a Mt. Soledad Western Flank Mega-slide, La Jolla, California, Association of Environmental and Engineering Geologists, Abstract and Presentation, Lake Tahoe, Nevada. Richter, C.G., 1958, Elementary Seismology, W.H. Freeman and Company, San Francisco, Calif. ROckwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: Lamar-Merifield Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 p. Simons, R.S., 1977, Seismicity of San Diego, 1934-1974, Seismological Society of America Bulletin, v. 67, p. 809-826. I, I I I I I I REFERENCES/Page 3 Southern California San Onofre Nuclear Generating Station Seismic Source Characterization Research Project, 2012, Paleoseismic Assessment of the Late Holocene Rupture History of the Rose Canyon Fault in San Diego. Tan, S.S., 1995, Landslide Hazards in Southern Part of San Diego Metropolitan Area, San Diego County, Calif. Div. of Mines and Geology Open-file Report 95-03. Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquakes, 1900-1949; Calif. Div. of Mines and Geology, Open-file Report 82-17, Sacramento, Calif. Treiman, IA., 1993, The Rose Canyon Fault Zone, Southern California, Calif. Div. of Mines and Geology Open-file Report 93-02, 45 pp, 3 plates. URS Project No. 27653042.00500 (2010), San Diego County Multi-Jurisdiction Hazard Mitigation Plan San Diego County, California. U.S.G.S. Earthquake Hazards Program, 2010, http://earthQuake.usgs.00vl. VICINITY"MAP, 165-175 Chinquapin Avenue Carlsbad, CA. Figure No. I Job No. 14-10623 - - - - - - - - - - - - - - - - - EQUIPMENT DIMENSION & TYPE OF EXCAVATION , DATE LOGGED Hand Toots 21 X31X3.5'Handpit 10-15-14 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPT LOGGED BY 158' Mean Sea Level Not Encountered CKG - -S FIELD DESCRIPTION . I CLASSIFICATION S. AND . a + 21 ...DESCRIPTIONANDREMARKS .: 4 ca 215 Uj 0=11 Z - - SILTY SAND fine- to medium-grained, minimal cohesióñ. Loose. Dry. Gray-brown. TOPSOIL with many roots from less than 1/8" to 1" in diameter. : SILTY SAND, fine- to medium-grained; minimal SM - cohesion, mindr-ceméntatión. Medium dense. Dry. .- XX Light red- and :tan..brown WEATHERED OLD PARALIC DEPOSITS (Qop I - 2- - 6-7) X. 2:9 102.2 82 SILTY SAND fine- to medium-grained, minimal SM . cohesion, minor cementation; minor porosity.- - Medium dense. Dry. Red- and tan-brown. : 9.0 126.5 -. OLD PARALIC DEPOSITS (Qop6.7). . 2 ..:18% passing #200 sieve. 2.4 103.8 82 3 . . Bottom @3.5' . 4- U. " . JOB NAME CD - Y PERCHED WATER TABLE Rincón Residential Project BULK BAG SAMPLE SITE LOCATION - I - -- 'E IN-PLACE SAMPLE 165-175 Chlnquápin Avenue, Carlsbad, :CA 5 JOBNUMBER REVIEWED LDRIJAC LOP No. 9 : MODIFIED CALIFORNIA SAMPLE (J NUCLEAR FIELD DENSITY TEST 1440623 HP 1 !!1 1 STANDARD PENETRATION TEST FIGURE NUMBER lila I EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2' X 3' X 3.5. Handptt 1045-14 SURFACE ELEVATION GROUND WATERJI SEEPAGE DEPTH LOGGED BY ± 60' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION ° .AND.. CLASSIFICATION .: 0 + i DESCRIPTION AND REMARKS (Grain size, Density, Mostu,CoIor) 12 ' i 9 - 0 09 a g - SILTY SAND fine- to medium-grained Loose Ki Dry. Gray-brown. - FILL (Oaf) 1 2.4 96.5 77 -- many small roots in the upper 1 foot. - 1 - SILTY SAND, fine- to medium. grained; minimal SM - cohesion, minor cementation. Medium dense. Damp. Red-and gray-brown. • 2 2.7 108.8 87 - - TOPSOIL! WEATHERED OLD PARALIC DEPOSITS 27 1056 84 - - +(GRADATIONAL) (Qop ) 2 - many roots from less than 1/8" to 112" in diameter. SILTY SAND, Th ieTiiraT - Sli - cohesion, moderate cementation; minor potosity. Medium dense Dry. Red-brown. OLD PARALIC DEPOSITS (QopR.7) I - Bottom @ 3.5' 4- I ........ . . U - JOB NAME - PERCHED WATER TABLE Rincon Residential Project BULK BAG SAMPLE SITE LOCATION -. I IN-PLACE SAMPLE 165-175 Chinquapin Avenue, Carlsbad,; CA I MODIFIED CALIFORNIA SAMPLE JOB NUMBER. REVIEWED BY LDRIJAC j. LOG No. I NUCLEAR FIELD DENSITY TEST FIGURE NUMBER =i 'H .P=2 14-10623. Ar LJ - - :._ ... . I . . STANDARD PENETRATION TEST 1Db I EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 325' Handpit 10-15-14 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH_LOGGED BY ± 61' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION AND CLASSIFICATION LU 0 0 0 0 IL DESCRIPTION AND REMARKS (Gralnse Density Moisture; Color) 0, + cu3i US SILTY.SAND, fine-to medium-grained. Loose., SM -.. - Dry. Gray-brown FILL! .. .: TOPSOIL (Qaf I 11 . 1.3 89.4 71 - many email roots to 1/8-inch in diameter in the .. . - upper .1 foot. . :: .• . . SILTY SAND, fine- to medium-grained; minimal sm. • cohes'lonj minor cementation Medium dense Dry. Red- and tan-brown WEATHERED OLD PARALIC DEPOSITS (Qop . 9.0 125.2 6-7). -- 20% passing #200 sieve. - some roots to 1/2 in diameter. 2 - - - 2 21 1130 90 - I[WSATD Thn diiirn-greminirni - -SM 3 cohesion, moderate cementation; minor porosity. I. . Medium dense. Dry. Red-brown. .. 3 . 2.6 109.2 86 - - OLD PARALIC DEPOSITS (06p 11) J - - Bottom ©325 ..... .. . . j.---.. Iz PERCHED WATER TABLE JOB NAME Rincon Residential Project SITE LOCATION BULK BAG SAMPLE I ai IN-PLACE SAMPLE 165-175 Chinquapin Avenue, Carlsbad, CA JOB NUMBER REVIEWED BY LDRIJAC LOG No MODIFIED CALIFORNIA SAMPLE 1 NUCLEAR FIELD DENSITY TEST 14-10623 3 1 MWoratilan, Im HP FIGURE NUMBER STANDARD PENETRATION TEST flic I DIMENSION & TYPE OFEXCAVATION , T DATE LOGGED [7E EN d Tools 2' X 2' X 333' Handplt 10-15-14 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH LOGGED BY ± 58' Mean Sea Level Not Encountered CKG - - FIELD DESCRIPTION AND.. 0 •, CLASSIFICATION 0 ., ., U) ' DESCRIPTIONANDREMARKS' 0 Gnin size, Density, MoIsture.Color) . 55 :th.. E : , 0 02 cz - SILTY SAND, fine- to medium-grained Loose H Dry. Gray-brown. 0 0 FILL! 0 • 0 TOPSOIL (Qaf) 0 0 - with minor roots in the upper 1 foot. 0 0 1 - 0 0 SILTY SAND, fine- to medium.grained; minimal M • cohesion, minor cementation. Medium dense. Dry. 1.8 1029 82 , Red- and tan-brown. 0 0 - : WEATHERED OLD PARALIC DEpOSITS(Qop 6-7) 0 0 0 2- 1.1 0 0 .2 0 ', 0 1.6 97.9 ' 78 - ILtVSMb fine-To i iriiiriirF _ - 'cohesion; moderate cementation.' Medium dense. 0 0 Dry. Red-brown. • 3 ': •'; 0 , .2.3 101.3 80.: - OLD PAR ALIC DEPOSITS (Qop) - '0 0 , , .. Bottom @ 3.33' •• 0 , , 0 4 I PERCHED WATER TABLE JOBNAME Incon ResIdential Project Z BULKBAG.SAMPLE . SITE LOCATION 0 IN-PLACE SAMPLE ' 165-175 Chinquapin Aveflue, CarIsbadCA . O 0 i 23. MobiFlEo CALIFORNIA SAMPLE LOG No. •• 0 JOB NUMBER 'REVIEWED BY LDR/JAC • I Fs~FIGURE NUCLEAR FIELD DENSITY TEST NUMBER 14406 Exploragan, Inc. H P-4 STANDARD PENETRATION TEST ' ow EQUIPMENT . . . . DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 3' Handplt 10-15-14 SURFACE ELEVATION GROUNDWATER[ SEEPAGE DEPTH LOGGED BY ± 61' Mean Sea Level Not Encountered CKG I • :. FIELD DESCRIPTION ': 0 • AND.. •0 CLASSIFICATION . . , .' . 0 . . DESCRIPTION AND REMARKS (Grain size Density Moisture Color) 9 — - SILTY SAND, fine- to medium-grained Loose Dry. Gray-brown. . . . . .: :I.:FlLu ... ..... 0 TOPSOIL (Qaf) /SM . SILTY. SAND, fine- to medium-grained; minimal .. - minor cementation; Medium dense. Dry... . Light red- and t8fl7brown. . . . - . ... .cohesion, WEATHERED OLD PARALIC DEPOSITS (Qop, . — 1 7) .1.8 106.5 .85 2- SI LTY Sb ToT sM " .... - cohesion, moderate cementation. Medium dense. . . . Dry. -Tan-brown. . . . — - .. OLD PARALIC DEPOSITS (Qop). 11:1; 2 : . ...... S 2.0. 105.2 83' - Bottom @3' . . . S 4 - .7 JOB I PERCHED WATER TABLE NAME Rincon Residential Project w. • BULK BAG SAMPLE SITE LOCATION p. S ,,' 0... El IN-PLACE SAMPLE 165-175 Chlnquapin Avenue, Carlsbad, CA . MODIFIED CALIFORNIA SAMPLE JOB NUMBER. REVIEWED BY LDRIJAC' LOG No. •• • I NUCLEAR FIELD DENSITY TEST FIGURE NUMBER . -4 cii~~~ -5 RR ' STANDARD PENETRATION TEST . . . 0 ,:: :IIIe '• '. J. I. . .. .. •0 ' •0 0000 ,•.. __0 __•':•o , ______________0 0, . 0 U U. n -s 04 : !C WIN,: cl) c~.la fill I WIN kI --..- m x vtc (I) U) > ))fl I. I I -a 01 14 -u -C 0 8 0 r - 8F,1 2. a In U Ui g Q I$9[.o tur J. 4U 4i co Is CL Id! d d!1 11141 11.111 et- W0.ilili or 0 Jr ukil 1- iU Eli C#3 xv h-hft t RECOMMENDED SUBGRADE RETAINING WALL DRAINAGE SCHEMATIC Proposed Exterior Grade - - - / To Drain at A Mm. 2% Min. / Fall Away from Bldg Exterior /Retaining .' Miradr&6OO'22>"' 'A Footing/ Wall /11 Properly Waterproofing Compacted To Top Of Wall Backfill : Perforated pvc (soR 35) ' pipe with 0.5% mm. slope, Lower—level Sealant .. with bottom of pipe located 12" Slab—on—grade below slab or Interior (crawlspace) or Crawlspace ... round surface elevation, with 1.5 ?Icu * .ft.) of grovel 1" diameter ea \ \ : max, wrapped with the Miradrain 6000 filter. Cloth.Ameridrain, th equivalent Qckdrainor equalent products ay be used as an alternative., :77 Tween Bottom Bet A ; of Sla.b" and t. >rafi 140N 60 Filter Cloth. NOT TO SCALE Figure No. VI Job No. 14-10623 NOTE: As an option 'to Mirodräln 6000. Gravel or Crushed rock 3/4 maximum diameter may' be used 691111iftchalcod with a minimum thic kness ckness along the .interior Eaplsrall.n, Inc. face- of the wall and 2.0 cu.ft./ft. of pipe gravel envelope. - 14-10623—W APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN, GRAVELS GW Well-graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but smaller than 3") GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures (Appreciable amount) SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no fines (More than half of coarse fraction is smaller than a No. 4 sieve) SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES . SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount) SC Clayey sands, poorly graded sand and clay mixtures. Fine-grained (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS Liquid Limit Less than 50 ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. Liquid Limit Greater than 50 M Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils (rev. 6/05) SEISMIC DATA EQ FAULT TABLES S. I 19 RiflC0n TEST.OUT * * * E Q F A U L T * * * version 3.00 * * * ** * * *** **** *** * ** *** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 14-10623 DATE: 10-23-2014 JOB NAME: RiflCOn eqfTest Run CALCULATION NAME: Rincon eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1467 SITE LONGITUDE: 117.3433 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor. -Soft Rock-Uncor. UNCERTAINTY (M=Median1 S=Sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 4. --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS Page 1 5.3( 8.6) 20.6( 33.1) 24.8( 39.9) 24.9( 40.1) 34.4( 55.3) 35.7( 57.5) 44.2( 71.1)' 46.3( 74.5) 47.3( 76.2 47.8( 77.0 48.3( 77.7) 51.8( 83.3)' 52.9( 85.1) 56.0C 90.1) 58.2( 93.6) 59.O( 95.0) 60.4( 97.2)' 65.6( 105.5) 65.6( 105.5) 66.6( 107.2) 69.1( 111.2) 72.5( 116.71' 72.8( 117.15 73.1( 117.6)' 73.7( 118.6) 76.4( 122.9) 78.1( 125.7) 78.6( 126.5) 80.7( 129.9), 80.9( 130.2) 81.2( 130.6)' 81.2( 130.6) 81.3( 130.9), 82.5( 132.8), 83.0( 133.5) 83.3( 134.1)1 85.1( 137.0)1 86.6( 139.3)1 87.6( 141.0)1 6.9 6.9 7.4 6.8 7.1 6.8 7.1 6.5 6.9 7.2 6.9 6.7 6.8 6.8 6.8 6.8 6.7 6.7 7.3 7.4 6.6 6.5 7.0 7.0 7.0 7.1 7.0 6.5 6.4 6.5 6.7 7.1 7.8 6.4 6.5 6.6 6.7 6.4 6.6 6.6 Rincon TEST.OUT Page 1 I ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM I PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE I SITE INTENSITY MAG.(MW) I ACCEL. q MOD.MERC. ROSE CANYON NEWPORT-INGLEWOOD (offshore) CORONADO BANK ELSINORE-TEMECULA ELSINORE-JULIAN ELSINORE-GLEN IVY PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L.A. Basin) SAN )ACINTO-ANZA SAN JACINTO-SAN JACINTO VALLEY CHINO-CENTRAL AVE. (Elsinore) WHITTIER SAN JACINTO-COYOTE CREEK COMPTON THRUST ELSINORE-COYOTE MOUNTAIN ELYSIAN PARK THRUST SAN JACINTO-SAN BERNARDINO SAN ANDREAS - San Bernardino SAN ANDREAS - Southern SAN JACINTO - BORREGO SAN JOSE PINTO MOUNTAIN SIERRA MADRE CUCAMONGA SAN ANDREAS - Coachella NORTH FRONTAL FAULT ZONE (west) CLEGHORN BURNT MTN. RAYMOND NORTH FRONTAL FAULT ZONE (East) SAN ANDREAS - j Moave SAN ANDREAS 187 Rupture EUREKA PEAK CLAMSHELL-SAWPIT SUPERSTITION MTN. (San Jacinto) VERDUGO HOLLYWOOD ELMORE RANCH SUPERSTITION HILLS (San Jacinto) 0.404 0.379 0.162 0.084 0.105 0.056 0.067 0.032 0.041 0.051 0.040 0.040 0.033 0.032 0.041 0.028 0.035 0.025 0.036 0.039 0.020 0.021 0.025 0.030 0.030 0.027 0.028 0.015 0.014 0.017 0.020 0.023 0.041 0.013 0.017 0.015 0.020 0.015 0.014 0.014 X VIII VII VII VI VI V V VI V V V V V V V V V V IV IV V V V V IV IV IV IV IV V III IV Iv IV IV IV Iv ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ------------------------------------------------------------------------------- ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE I MAXIMUM I PEAK EST. SITE FAULT NAME mi (km) EARTHqUAKE1 SITE INTENSITY NAG. (MW) ACCEL. g MOD.MERC. LANDERS 88.4( 142.2)1 7.3 0.025 V HELENDALE - S. LOCKHARDT 88.9( 143.1) 7.1 0.021 Iv LACUNA SALADA 89.4( 143.9) 7.0 1 0.019 IV SANTA MONICA 89.8( 144.5)1 6.6 1 0.016 Iv MALIBU COAST 92.3( 148.5)1 6.7 0.017 IV LENWOOD-LOCKHART-OLD WOMAN SPRGS 93.0( 149.6)1 7.3 0.023 1 Iv BRAWLEY SEISMIC ZONE 95.7( 154.0) 6.4 0.011 III JOHNSON VALLEY (Northern) 96.1( 154.7) 6.7 0.014 III NORTHRIDGE (E. Oak Ridge) 96.6( 155.4)1 6.9 1 0.022 1 IV Page 2 Rincon TEST.OUT EMERSON So. - COPPER MTN,. I 96.6( 155.5) 6.9 0.016 IV SIERRA MADRE (San Fernando) 97.1( 156.3) 6.7 I 0.016 Iv SAN GABRIEL - 97.4( 156.8) 7.0 I 0.017 I Iv ANACAPA-DUME I 98.9( 159.1) 7.3 I 0.025 I V -END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.7 MILES (7.5 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.4038 g ri Page 3 E WE Rincon rhTEST.OUT * ** * ** **** *** *** *** * * * * E Q F A U L T * * Version 3.00 * * * ** * ** * *** **** ** * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 14-10623 DATE: 10-23-2014 JOB NAME: Rincon eqfTest Run CALCULATION NAME: Rincon eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1467 SITE LONGITUDE: 117.3433 SEARCH RADIUS: 100 mi ATTENUATION RELATION: 8) Bozorgnia Campbell Niazi (1999) Hor. -Soft ROCk-Uncor. UNCERTAINTY (M=Median, S=sigma): M Number of Sigmas: 0.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 1 Campbell SHR: 0 COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) FAULT-DATA FILE USED: CDMGFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS Page 1 Rincon rhTEST.OUT ----------------------------- Page 1 ABBREVIATED FAULT NAME APPROXIMATE DISTANCE ml (km) 4.7( 7.5) ESTIMATED MAXIMUM EARTHQUAKE MAG.(MW) 6.9 MAX. EARTHQUAKE RHGA SITE ACCEL. g 0.262 EVENT I EST. SITE JINTENSITY JMOD.MERC. ix ROSE CANYON NEWPORT-INGLEW000 (Offshore) 5.3( 8.6) 6.9 0.247 Ix CORONADO BANK 20.6( 33.1) 7.4 0.162 VIII ELSINORE-TEMECULA 24.8( 39.9) 6.8 0.084 VII ELSINORE-JULIAN 24.9( 40.1) 7.1 0.105 VII ELSINORE-GLEN IVY 34.4( 55.3) 6.8 0.056 vi PALOS VERDES 35.7( 57.5)1 7.1 0.067 VI EARTHQUAKE VALLEY 44.2( 71.1) 6.5 0.032 V NEWPORT-INGLEW0OD (L.A.Basin) 1 46.3( 74.5) 6.9 0.041 V SAN JACINTO-ANZA 47.3( 76.2) 7.2 0.051 VI SAN JACINTO-SAN JACINTO VALLEY 47.8( 77.0) 6.9 0.040 V CHINO-CENTRAL AVE. (Elsinore) 48.3( 77.7) 6.7 0.040 V WHITTIER S1.8( 83.3) 6.8 0.033 V SAN JACINTO-COYOTE CREEK 52.9( 85.1) 6.8 0.032 V COMPTON THRUST 56.0( 90.1) 6.8 0.041 V ELSINORE-COYOTE MOUNTAIN 58.2( 93.6) 6.8 0.028 V ELYSIAN PARK THRUST 59.0( 95.0) 6.7 1 0.035 V SAN JACINTO-SAN BERNARDINO 60.4( 97.2) 6.7 0.025 V SAN ANDREAS - San Bernardino 65.6( 105.5)1 7.3 0.036 V SAN ANDREAS - Southern 65.6( 105.5) 7.4 0.039 V SAN JACINTO - BORREGO 66.6( 107.2) 6.6 0.020 IV SAN JOSE 69.1( 111.2) 6.5 0.021 IV PINTO MOUNTAIN 72.5( 116.7) 7.0 0.025 V SIERRA MADRE 72.8( 117.1) 7.0 0.030 V CUCAMONGA 73.1( 117.6) 7.0 0.030 V SAN ANDREAS - Coachella 73.7( 118.6) 7.1 0.027 V NORTH FRONTAL FAULT ZONE (West) 76.4( 122.9) 7.0 0.028 V CLEGHORN 78.1( 125.7) 6.5 0.015 Iv BURNT MTN. 78.6( 126.5) 6.4 0.014 Iv RAYMOND 80.7( 129.9) 6.5 0.017 Iv NORTH FRONTAL FAULT ZONE (East) I 80.9( 130.2) 6.7 0.020 Iv SAN ANDREAS - MOjave 81.2( 130.6) 7.1 0.023 Iv SAN ANDREAS - 1857 Rupture 81.2( 130.6) 7.8 0.041 V EUREKA PEAK 81.3( 130.9) 6.4 0.013 III CLAMSHELL-SAWPIT 82.5( 132.8) 6.5 0.017 Iv SUPERSTITION MTN. (San Jacinto) 83.0( 133.5) 6.6 0.015 Iv VERDUGO I 83.3( 134.1) 6.7 0.020 IV HOLLYWOOD I 85.1( 137.0) 6.4 0.015 IV ELMORE RANCH 86.6( 139.3)1 6.6 0.014 Iv SUPERSTITION HILLS (San Jacinto) 87.6( 141.0)1 6.6 1 0.014 Iv ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- rage 2 ------------------------------------------------------------------------------- ABBREVIATED FAULT NAME LANDERS HELENDALE - S. LOCKHARDT LAGUNA SALADA SANTA MONICA MALIBU COAST LENWOOD-LOCKHART-OLD WOMAN SPRGS BRAWLEY SEISMIC ZONE JOHNSON VALLEY (Northern) NORTHRIDGE CE. Oak Ridge I IESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE DISTANCE MAXIMUM I RHGA EST. SITE ml (km) EARTHQUAKE SITE INTENSITY MAG.(Mw) I_ACCEL. 9 IMOD.MERC. 88.4( 142.2) 7.3 0.025 V 88.9( 143.1) 7.1 0.021 IV 89.4( 143.9) 7.0 0.019 IV 89.8( 144.5) 6.6 0.016 iv 92.3( 148.5) 6.7 0.017 Iv 93.0( 149.6)1 7.3 0.023 Iv 95.7( 154.0) 6.4 0.011 III 96.1( 154.7) 6.7 0.014 lit 96.6( 155.0 6.9 0.022 I Iv Page 2 RiflCon rhTEST.OUT EMERSON So. - COPPER MTN. 96.6( 155.5) 6.9 0.016 I Iv SIERRA MADRE (San Fernando) 1 97.1( 156.3) 6.7 0.016 xv SAN GABRIEL I 97.4( 156.8) 7.0 0.017 Iv ANACAPA-DUME I 98.9( 159.1) 7.3 I 0.025 I v -END OF SEARCH- 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE(ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.7 MILES (7.5 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.2625 g Page 3 CALIFORNIA FAULT MAP Rincon eqfl'est Run 100 n -100 UU 1UU U 100 200 300 400 500 600 200 300 400 100 50C 60C 70( 80 APPENDiX C MODIFIED MERCALLI INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservation Division of Mines and Geology DMG Note 32) The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in the 1880s, and is known as the Rossi-Forel Scale. This scale, with values from I to X, was used for about two decades. A need for a more refined scale increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli devised a new scale on a I to XII range. The Mercalli Scale was modified in 1931 by American seismologists Harry 0. Wood and Frank Neumann to take into account modem structural features. The Modified Mercalli Intensity Scale measures the intensity of an earthquake's effects in a given locality, and is perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. it should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time - weeks or months - is sometimes needed before an intensity map can be assembled for a particular earthquake. I On the Modified Mercalli Intensity Scale, values range from Ito XII. The most commonly used adaptation covers the range of intensity from the conditions of "I - not felt except by very few, favorably situated, to 'XII - damage total, lines of sight disturbed, objects thrown into the air." While an earthquake has only one magnitude, it can have many intensities, which decrease with distance from the epicenter. I It is difficult to compare magnitude and intensity because intensity is linked with the particular ground and structural conditions of a given area, as well as distance from the earthquake epicenter, while magnitude depends on the energy released at the focus of the earthquake. Not felt except by a very few under especially favorable circumstances. 11 Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. Ill Felt quite noticeably Indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV During the day felt Indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably. V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few Instances of cracked plaster, unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight. VII Everybody runs outdoors. Damage negligible in building of good design and construction; slight to moderate In well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motor cars. VIII Damage slight In specially designed structures; considerable in ordinary substantial buildings, with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud elected in small amounts. Changes in well water. Persons driving motor cars disturbed. IX Damage considerable In specially designed structures; well-designed frame structures thrown out of plumb; great In substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. X Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks. Xl Few, If any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. slumps and slips In soft ground. Rails bent greatly. _Earth _land XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Unes of ______ sight and level are distorted. Objects thrown upward into the air. USGS DESIGN MAPS SUMMARY REPORT 21 I:JGjDeSi9fl Maps Summary Report ' User-Specified Input Report Title 175 Chinquapin Avenue, Carlsbad, CA Tue October 28, 2014:17:35:10 UTC Building CódeReferenceDocument ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordihàtes 33.14670 N, .117.3433°W I Site Soil Classification Site Class D - "Stiff Soil" RISk Category 1/11/111 11 -Vista deans. id e-'- I 41 Carlsbad 141 C I': j , . . •'!• 4 . r\ I 1 • . . . ;'. t rnapquest -- .-...-.. .. • ...•_........._. USGS-Provided output S5 = 1.162g SMS= 1.203g SDS= 0.802g S1 0.446g SMI =, 0.693g S= O.462g 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 séléct the "2009 NEHRP" building code reference document. I MCEt Response Spectrum Design 'Response Spectrum 1.43 6.54 0.79 045 0.52 0.12 U •. 0.13 0.0 0.00 t• I PIS Ii i' .i I I 0,00 p i. 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.GO 1.80 2.00 0.00 0.20 0.40 0.0 0.20 L0.0.11.20 1.40 1.00 1.20 2.00 I ' PerlOd, T (sec) PeriádiT For PGAwj TL, CRS, and CR1 values, 'please view the detailed report. LJSGS Design Maps Detailed Report ASCE 7-10 Standard (33.14670N, 117.3433°W) Site Class D -"Stiff Soil", Risk Category I/H/Ill Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 IU Ss = 1.162 g From Figure 22-2 (2] S1 = 0.446 g . . . - - - -------- - I Section 11. 4.2 - Site Class I The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. 1 Table 20.3-1 Site Classification - Site Class VS or N,,su I A. Hard Rock >5,000 ft/s N/A N/A Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1> 20, Moisture content w ?: 40%, and Undrained shear strength; < 500 psf F. Soils requiring site response See Section 20.3.1 analysis In accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s 1lb/ft 0.0479 kN/rn2 11 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S:50.25 S0.50 SO.75 S5 =1.00 Ss ?1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 D 1.6 1.4 1.2 L 1 _-.1 1.0 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S = 1.162 g, F = 1.035 Table 11.4-2: Site Coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 15 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ~t 0,50 A 0.8 0.8 • 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 2.4 2.0 1.8 L 1.6 1.5 • , F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.446 g, F = 1.554 Equation (11.4-1): SMS = FaS5 = 1.035 x 1.162 = 1.203 g Equation (11.4-2): SMI = FS1 = 1.554 x 0.446 = 0.693 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): SDS = % Sms = x 1.203 = 0.802 g Equation (11.4-4): SD1 = % S 1 = % x 0.693 = 0.462 g Section 11.4.5 - Design Response Spectrum From Figure 22-12 T1= 8 seconds Figure 11.4-1: Design Response Spectrum TT0:SS.(O.4+O8TIT) S.,,0.802 --.---. T8<T TL : SS=81T rA 4 . \\ S 1=O.462 I--:---..--..-1 w I I fi I I I I I I I I I I I I t,=O.115 T, 0.576 1,000 Period, I (sec) + Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE Response Spectrum Is determined by multiplying the design response spectrum above by 1.5. I Sws T=O.115 ;=a.s?6 1.000 Period, T(cec) I Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 (41 PGA = 0.464 I Equation (11.8-1): PGAM = F APGA = 1.036 x 0.464 = 0.481 g Table 11.8-1: Site Coefficient F A Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA I Class PGA:50.10 PGA0.20 PGA =0.30 PGA =0.40 PGA ~t0.50 I A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 I F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = 0 and PGA = 0.464 g, Fp,, = 1.036 Section 21 .2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 191 CRS =0.934 I ---.. .... From Figure 22-10 161 CR1 = 0.986 I I I I I Section 11.6 - Seismic Design Category Table 11.6-1 Seismic DesiQn Cateuory Based on Short Period Resoonse Acceleration Parameter VALUE OF SDI RISK CATEGORY or II III IV SDI <O.1679 A A A 0.167g:5 SOS < 0.339 B B C 0.33g:5 SDI < 0.509 C C D 0.50g:5 SDI D D D ior RISK Category = I and S = 0.802 g, Seismic Design Category = D Table 11.6-2 Seismic Desian Cateaory Based on 1-S Period Resnonse Acceleration Parameter VALUE OF SDI RISK CATEGORY or III IV SDI < 0.067g A A A 0.067g S S01 <O.133g B B C 0.1339 SDI < 0.20g C C 0 0.20g:5 SDI D 0 D ror tUSK aregory = I ana S01 = 0.402 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = 0 Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: http://earthquake.usgs.gov/hazards/desjgn maps/down Ioads/pdfs/20 1O_ASCE-7_Figu re_22-1 .pdf Figure 22-2: http://earth qu ake.usgs. gov/hazards/design maps/down loads/pdfs/2 01OASCE-7_Figu re_2 2-2 .pdf Figure 22-12: http://earth quake .0 sgs.gov/hazards/design maps/down loads/pdfs/20 1O_ASCE-7Figu re_2 2- 12. pdf Figure 22-7: http://earthquake.usgs.gov/hazards/desjgn maps/down loads/pdfs/20 1O_ASCE-7_Figu re_22-7 .pdf Figure 22-17: http://earth quake.usgs.gov/hazards/design maps/down loads/pdfs/20 1O_ASCE-7_Figu re_22- 17. pdf Figure 22-18: http ://earthquake.0 sgs.gov/hazards/designmaps/down loads/pdfs/20 1O_ASCE-7_Flgure_22- 18.pdf I BUILDING ENERGY ANALYSIS REPORT I PROJECT: HOUSE #1 175 CHINAQUAPIN AVENUE CARLSBAD, CA 92008 Project Designer: SHACKELTON DESIGN GROUP 1106 SECOND STREET - #359 ENCINITAS, CA 92024 .(760)889-2600 Report Prepared by: David A. McClain Ri 3-1 4-1 0053/NRO8-07-3586 Title 24 Data Corporation 633 Monterey Trail (P.O. Box 2199) Frazier Park, CA 93225-2199 (800)237-8824 Job Number: 126976 RECEIVED APR 06 2016 CITY OF CARLSBAD BUILDING DIVISION I - Date: 3/31/2016 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 2013 Building Energy Efficiency Standards. 6.7 I 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 12 Form MF-IR Mandatory Measures Summary 13 HVAC System Heating and Cooling Loads Summary 17 Room Heating Peak Loads 18 Room Cooling Peak Loads 21 EnergyPro 6.7 by EnergySoft Job Number: ID: 126976 - User Number: 1348 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 1 of 9 Calculation Description: Title 24 Analysis Input FileName: 126976 SHACKELTON HOUSE 1.xml GENERAL INFORMATION 01 Project Name 175 CHINAQUAPIN AVENUE 02 Calculation Description Title 24 Analysis 03 Project Location 175 CHINAQUAPIN AVENUE 04 City CARLSBAD 05 Standards Version Compliance 2015 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ7 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 225 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2762.9 15 Number of Zones 3 16 Slab Area (ft2) 940.8 17 Number of Stories 3 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 28.6% COMPLIANCE RESULTS 01 Building Complies with Computer Perform$ci'' fl U 02 This building incorporates featureMthat rcuire field stlg and/or, v&rifictio&by certified HERS turde the supervision of a CEC approved HERS provider. t \'......* .... . R ...... ¼... 03 This building incorporates one"ofiore E.... ENERGY USE SUMMARY 04 05 06 07 . 08 Energy Use (kTDV/ft2.yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.05 3.45 -1.40 -68.3% Space Cooling 4.99 6.53 -1.54 -30.9% lAO Ventilation 1.35 1.35 0.00 0.0% Water Heating 10.48 7.03 3.45 32.9% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 18.87 18.36 0.51 2.7% Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-3111:15:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins 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: —None — HVAC Distribution System Verifications: —None— Domestic Hot Water System Verifications: —None— ENERGY DESIGN RATING This is the sum of the annual TDV energy, consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on site renewable energy system ir"Sit1 Reference Energy r" Energy Design Rating Margin Percent Improvement Al A* Total Energy (kTDVIf2 yr) 6349' '' ' 62.98 ' 0.51 0.8% * includes calculated Appliances and Miscellaneous Energ 'e (AMI r i v i r'. BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 175 CHINAQUAPIN AVENUE 2762.9 1 6 3 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 First Floor Conditioned Res HVAC1 940.8 9 DHW Sys 1 Second Floor Conditioned Res HVAC1 1174.5 8 DHW Sys 1 Third Floor Conditioned Res HVAC1 647.6 8 DHW Sys 1 Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Northeast Wall First Floor R-13 Wall 45 Back 403.5 64.5 90 Southwest Wall First Floor R-13 Wall 225 Front 392.7 81.5 90 Southeast Wall First Floor R-13 Wall 135 Right 218.3 107.5 90 Northwest Wall First Floor R-13 Wall 315 Left 13.5 90 Interior Surface First Floor>>_Garage_ R-13 Wall 204 Northeast Wall 2 Second Floor R-13 Wall 45 Back 496 71 90 Southwest Wall 2 Second Floor R-13 Wall 225 Front 496 90 90 Southeast Wall 2 Second Floor R-13 Wall 135 Right 220.5 81.3 90 Northwest Wall 2 Second Floor R-13 Wall 315 Left 220.5 86 90 Raised Floor Second Floor R-19 Floor No Crawlspace 78.7 Interior Surface 4 Second Floor>>_Garage_. .- . R-19 Floor No Crawlspacel 461.4 Northeast Wall 3 Third Floor r ,R.i31Wi! Back 3038 15 90 Southwest Wall 3 Third Floor if R 13Wath / 225 Fot 3038 56 90 Southeast Wall 3 / TO j [ if igIVI 153.8 48.3 90 Northwest Wall 3 / Third Floe 4 . Q R 3 Wal Le g 153.8 76.5 90 Northeast Wall 4 _Garage Garage Wall 45 Back - 189 20 90 Southwest Wall 4 _Garage_ Garage Wall 225 Front 207 90 Northwest Wall _Garage_ Garage Wall 315 Left 186 112 90 OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof First Floor R-30 Roof Rafter - specify - 306.4 0 3 0.25 14.04 0.1 0.85 0.1 Roof 2 Second Floor R-30 Roof Rafter - specify- 526.9 13.8 3 0.25 14.04 0.1 1 0.85 1 0.1 Roof 3 Third Floor R-21 Roof Rafter - specify - 647.6 0 3 0.25 14.04 0.1 0.85 1 0.1 Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multipli er Area (ft) 1.1-factor SHGC Exterior Shading Windows Window Northeast Wall (Back-45) 1 64.5 0.50 0.40 Insect Screen (default) Glass Doors Window Southwest Wall (Front-225) 3.0 7.0 1 21.0 0.50 0.40 Insect Screen (default) Windows 2 Window Southwest Wall (Front-225) 1.5 7.0 1 10.5 0.50 0.40 Insect Screen (default) Windows 3 Window Southwest Wall (Front-225) 2.5 5.0 2 25.0 0.50 0.40 Insect Screen (default) Windows 4 Window Southwest Wall (Front-225) ---- 1 25.0 0.50 0.40 Insect Screen (default) Glass Doors 2 Window Southeast Wall (Right-135) ---- 1 80.0 0.50 0.40 Insect Screen (default) Windows 5 Window Southeast Wall (Right-135) ---- 1 27.5 0.50 0.40 Insect Screen (default) Windows 6 Window Northeast Wall 2 (Back-45) 1 71.0 0.50 0.40 Insect Screen (default) Windows 7 Window / Southwest Wall 2 (Front-225) --- 1 90.0 0.50 0.40 Insect Screen (default) Glass Doors 3 Window Southeast Wall 2 (Right-135) ---- ---- 1 48.0 0.50 0.40 Insect Screen (default) Windows 8 Window, ,. Southeast Wall 2(Right-135) ---- 1 33.3 0.50 0.40 Insect Screen (default) Glass Doors 4 Window N6rthw'es)WaI1 2 (Left-'315 ) ---- r 1 42.0 0.50 0.40 Insect Screen (default) Windows 9 Window NorthvMst WaII eft ( 3 15) I 44 0 0 50 0 40 Insect Screen (default) Skylight Skylight .',y Rof 2( scif 9) ' Usri U \1 U 17 L U 1 j 0 39 0.29 Windows 10 Window FJortheasjall 3,(Back5) <rq 515.5 0.50 0.40 Insect Screen (default) Windows 11 Window Southwest Wall 3(Front-225) ---- 56.0 0.50 0.40 Insect Screen (default) Glass Doors 5 Window Southeast Wall 3 (Right-135) 6.0 7.0 1 42.0 0.50 0.40 Insect Screen (default) Windows 12 Window Southeast Wall 3 (Right-135) ---- 1 6.3 0.50 0.40 Insect Screen (default) Glass Doors 6 Window Northwest Wall 3 (Left-315) 6.0 7.0 1 42.0 0.50 0.40 Insect Screen (default) Windows 13 Window Northwest Wall 3 (Left-315) 5.8 6.0 1 34.5 0.50 0.40 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) 1.1-factor Door Northeast Wall 4 20.0 0.50 GarageDoor Northwest Wall 4 112.0 0.70 Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD C1F1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml OVERHANGS AND FINS - 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Glass Doors 4 0.1 4 4 0 2 0 0.1 0 0 0 0 0 Windows 2 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Windows 3 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Glass Doors 5 5 0.1 5 5 0 0 0 0 0 0 0 0 0 Glass Doors 6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 13 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-3111:15:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 6 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-value Assembly Layers Inside Finish: Gypsum Board Cavity/Frame: no insul. /2x4 Exterior Finish: Wood Garage Wall Exterior Walls Wood Framed Wall 2x4 © 16 in. O.C. none 0.302 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.095 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity/ Frame: R-13 /2x4 R-13 Walli Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board I Inside Finish: Gypsum Board 1 Cavity/Frame: R-30/2x10 / Roof Deck: Wood Siding/sheathing/decking R-30 Roof Rafter Cathedral Ceilings Wood Framed Ceiling 2x10 © 16 in. O.C. R 30 0.037 Roofing: Light Roof (Asphalt Shingle) r2x6,,A-1,6 Floor Surface Carpeted Floor Deck Wood Siding/sheathing/decking R 19 Floor No Crawispace Exterior Floors V. inrOC R 19 if ){0 050 Cavity/ Frame: R 19/2x6 Wood Framed Flo3r Floor Surface: Carpeted H F R P R 0 V 1 R Floor Deck: Wood Siding/sheathing/decking Cavity/Frame: R-19/2x6 R-1 9 Floor No Crawispacel Interior Floors Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.048 Ceiling Below Finish: Gypsum Board Inside Finish: Gypsum Board Cavity/ Frame: R-21 /2x6 Roof Deck: Wood Siding/sheathing/decking R-21 Roof Rafter Cathedral Ceilings Wood Framed Ceiling 2x6 © 16 in. O.C. R 21 0.053 Roofing: Light Roof (Asphalt Shingle) SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge InsuI. A-value & Depth Carpeted Fraction Heated Slab Floor First Floor 940.8 114.2 None 0.8 No Slab Floor 2 _Garage_ 461.4 64.7 None . 0 No Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml 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 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Tank Exterior / Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element-Type Tank Type (gal) Efficiency Input Rating R-value (Fraction) DHW Heater 1 '.,, Natuthl Gas --,Small-Instantaneous 0.2 0.85 190000-Btu/hr 0 0 2 WATER HEATING HERS VERIFICATION ., eil fl kk. AF 01 ' / 02 —03r '04 - LI 05 06 07 Name Pipe Insulation r Parallel Piping V Ld Compact Distribution Point-of Use Recirculation Control Central DHW Distribution DHW Sys 1- 1/1 --- --- --- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Heat Pump System 1:::2 Heat Pump Heating and Heat Pump System 1 Cooling System Heat Pump System 1 None None Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-3111:15:08 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 DuctlessHeatPump 9.3 8100 7800 18 12.5 No No Heat Pump System 1-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1-hers-cool Not Required ---- Not Required Not Required Not Required lAO (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit - IAQ CFM - lAO Watts/CFM lAO Fan Type lAO Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 80.129' (( . j /( 1b,25 Default 0 Required !/\\ cju'.:-th:d. U H :0 PROJECT NOTES N) H F R S P R 0 V1 D F R www.title24data.com e-mail: title24@frazmtn.com "One Day Service" since 1978 Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 09:18, Thu, Mar 31, 2016 Page 9 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 1.xml DOCUMENTATION AUTHORS DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: David McClain Company: Signature Date: Title 24 Data Corp 2016-03-31 10:04:34 Address: CEA/HERS Certification Identification (If applicable): 633 Monterey Trail R13-14-10053 cA faar yC4iMfli jrntat4'.±i&ii City/State/Zip: Phone: Frazier Park, CA 93225 661-24576372 RESPONSIBLE PERSONS DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 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 this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3 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 submitted to the enforcementagencyfor approval with thislding pmit application Responsible Designer Name .- La~ L I Responsible Designer SigtiTr5 1C r II ii Richard Roswall "<s Company H E R p Date Signed IV vi o E R 2016-03-31 11:15:08 Shackelton Design Group Address: License: 1106 2nd Street, #359 N2549545 City/State/Zip: Phone: Encinitas, CA 92024 760-889-2600 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215-N6501178E-000000000-0000 Registration Date/Time: 2016-03-31 11:15:08 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:19:10 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name HOUSE #1 Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 3/31/2016 Project Address 175 CHINA QUAPINAVENUE CARLSBA California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,763 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (if) Special Features Status Slab Unheated Slab-on-Grade - no insulation 941 Perim = 114' New Wall Wood Framed R 13 2,803 New Demising Wood Framed Rafter R 19 1,282 New Roof Wood Framed Rafter R 30 820 New Floor Wood Framed w/o Crawl Space R 19 540 New Roof Wood Framed Rafter R 21 648 New FENESTRATION I Total Area: 7911 Glazing Percentage: 28.6%1 New/Altered Orientation Area(ft) U-Fac SHGC Overhang Sidefins Average U-Factor: Exterior Shades 0.50 Status Rear (NE) 150.5 0.500 0.40 none none Bug Screen New Front (SW) 21.0 0.500 0.40 4.0 2.00/0.00 Bug Screen New Front (SW) 35.5 0.500 0.40 4.0 none Bug Screen New Front (SKq 171.0 0.500 0.40 none none Bug Screen New Right (SE) 195.1 0.500 0.40 none none Bug Screen New Left (NW) 86.0 0.500 0.40 none none Bug Screen New Skylight 13.8 0.390 0.29 none none None New Right (SE) 42.0 0.500 0.40 5.0 none Bug Screen New Left (NW) 76.5 0.500 0.40 2.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Mm. Eff Cooling Mm. Eff Thermostat Status 8 Split Heat Pump 9.30 HSPF Split Heat Pump 18.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status Res HVAC Ductless/ with Fan Ductless n/a n/a New WATER HEATING Qty. Type Gallons Mm. Eff Distribution Status I Small Instantaneous Gas 0 0.85 All Pipes Ins New EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 12 of 23 2013 Low-Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the rnmnhinnl'e tinnrnnrli ziced ,crrentinn.v may ann/v Review ihe re.snective code .cection for more information. Building Envelope Measures: §1 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. 106' '5 . ka) Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of § 10-111(a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. S 110 8'i' The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of cool roof is specified on the CFIR. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF I R. Minimum R-30 insulation in wood-frame ceiling; or the weighted average U-factor shall not exceed 0.031. Minimum R- 19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-value. 5 I 50.0(c):'Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U- factor). § 150.0(d): Minimum R-19 insulation in raised wood-frame floor or 0.037 maximum U-factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior § 150.0(g) 1. walls, vented attics and unvented attics with air-permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). S 0(P Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8(g). 150 Ø( q,. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U-factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. 150.0(e)'lB S . Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or a combustion-air control device. § 150.0(e) 1 C: Masonry or factory-built fireplaces have a flue damper with a readily accessible control. I 50 0'e'2 Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. 110 3'c'5 Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150 0h1 / Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. 5 150.0(h)3A:Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). S 150.00)1A Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 0(1B 5 150.06)1 Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.0(j)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. S 150.00)2B:(All domestic hot water pipes that are buried below grade must be installed in a water proof and non-crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low-Rise Residential Mandatory Measures Summary 150. 0 § U)2C Pipe for cooling system lines shall be insulated as specified in § I 50.0(j)2A. Piping insulation for steam and hydronic heating systems or hot water systems with pressure> 15 psig shall meet the requirements in TABLE 120.3-A. § 1 50.00)3: insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § I 50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)!: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements ofl 10.3(c)5. I 50 0'n'3 Solar water-heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air-distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)!: with mastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than V4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory-Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150.0(m)3-6:'Field-Fabricated Duct Systems shall comply with requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R-value ratings; duct insulation thickness; and duct labeling. 150.0(m)7:All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. 150.0(m) 8:Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not 150 0m9 limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)! 1: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m) 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m) 13: 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 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m) 15 an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of? 350 CFM per ton of nominal cooling capacity, and operating at an air-handling unit fan efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(o): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150 0(0)1k Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency §110.4(a): 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 shall not use electric resistance heating. 2013 Low-Rise Residential Mandatory Measures Summary Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction § 110.4(b). and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- 4(b3• grammed to run only during off-peak electric demand periods. §110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of1 10.9. I 50 0'k'IA• / Installed luminaires shall be classified as high-efficacy or low-efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-13, as applicable. 150.0(k) I B When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with 150.0(k)IC:' § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting per electrical box. §150.0(k)ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall 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) IF / Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of150.0(k). §150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements ofll0.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements ofl30.4; the EMCS requirements of130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it §150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements ofl30.4; the EMCS requirements of130.5; and all other requirements in §150.0(k)2. 150.0(k)21: ' ' A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. §150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. I 50 0k'4 / Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. 150.0(k)5:'A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. l50.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. I 50.0(k)7:Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I 50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I 50.0(k)9A: Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and Controlled by one of the following methods: 2013 Low-Rise Residential Mandatory Measures Summary Photocontrol not having an override or bypass switch that disables the photocontrol; or Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with § 110.9; meets the Installation Certification requirements in § 130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: Shall comply with §150.0(k)9A; or Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. • 150 0'k'9C• For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. 150 01k9D• Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. 0(klO• a / Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). a 150 0k' II Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in §110.9, § 130.0, § 130. 1, § 130.4, §140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. 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 shall: a I'l2B Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a) 1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of1 10.10(b) through §110.10(e). §ll0.10(a)2: Low-rise multi-family buildings shall comply with the requirements ofl 10.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall 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 shall 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 §110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall 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 shall 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. §ll0.10(b)2: All sections of the solar zone located on steep-sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. a ll0• 10(b)3A:No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §1 10.10(b)3B: the 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. 1l0• 10'b4• a / For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit a 110• 10'c' 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); a pathway for routing of plumbing from the solar zone to the water-heating system. ' ' ' § 110• 10d A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e) 1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall 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 HOUSE #1 Date 3/31/2016 System Name Res HVAC Floor Area 2,763 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 8 COIL CFM Total Room Loads 1,588 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 8,100 39,392 1,564 868 32,770 Total Output (Btuh) 64,800 0 Output (Btuh/sgft) 23.5 0 0 Cooling System 0 0 Output per System 7,000 0 oF 0 0 Total Output (Btuh) 56,000 0 1,5641 0 Total Output (Tons) 47 0 0 Total Output (Btuh/sqft) 20.3 Total Output (sgft/Ton) 592.1 39,392 32,770 Air System CFM per System 330 HVAC EQUIPMENT SELECTION Airflow (cfm) 2,640 Fujitsu ASU7RLF1 44,273 10,729 49,571 Airflow (cfmlsqft) 0.96 Airflow (cfm/Ton) 565.7 49,571 I Jan 1 AM Outside Air (%) 0-0 % Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 44,2731 10,729 Outside Air (cfmlsqft) 0.00 Note: values above given at ARI conditions Aug 3 PM] HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air Ar 0 cfm 70°F 70°F 105°F 105°F MEN 10 L.M.11 U EM Heating Coil Supply Fan 105 OF 2,640 cfm ROW 70°F U.JIL[ I COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F 0 cfm 78/62°F Outside Zr Ar 78/62°F 55/54°F 55/54°F (7 IIIEI[i 4, Cooling Coil Supply Fan 55 /54 OF 2,640 cfm 41.1% LIII 78/62°F LLLL EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03.31 T09:19:33 ID: 126976 Page 17 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #1 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Floor Area 940.8 ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area 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 to Ceiling U-Value 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 36 = 36 = 36 = 0 = 0 = 36 = Page Total /60] x AT Btu/hr Slab-On-Grade perim = 114.2 0.7300 3,001 R-13 Wall 774.5 0.1020 2,844 New Windows/Doors 253.5 0.5000 4,563 *R13 Wall 264.0 0.1020 0 R-19 Roof Rafter 634.4 0.0560 0 R-30 Roof Rafter 306.4 0.0360 397 - - . Items shown with an asterisk () denote conduction Infiltration:[ 1.00] xl 1.078] Schedule Air Sensible Fraction through an interior surface X 941 xl Area another room x I 0.225] Height ACH 10,805 TOTAL HOURLY HEAT LOSS FOR ROOM 12,039 EnergyPro 6.7 by EnergySoft. .User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 18 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #1 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Floor Area 1,174.5 ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value AT °F X 36 X 36 Btu/hr = 139 = 4,056 = 5,909 - 0 = 0 = 665 = 194 10,963 36 = 1,540 _____ R-19 Floor No Craw/space 78.7 X 0.0490 R-13 Wall 1,104.7 X 0.1020 New WindowslDoors 328.3 x X x 0.5000 x 36 R19 Floor No Crawlspace 461.4 0.0490 X X 1 0 *R19 Roof Rafter 647.6 0.0560 0 R-30 Roof Rafter 513.1 X 0.0360 x 36 Velux Corn fort+(74) Lowe2/Arg 13.8 X 0.3900 X 36 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 Infiltration:[ 1.001 x 1.078 Schedule Air Sensible Fraction through an interior surface to X 1,1751 x I Area Ceiling another room 8.00 I X I 0.2531 Height ACH Page Total /60] x I AT TOTAL HOURLY HEAT LOSS FOR ROOM 12,503 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31 T09:19:33 ID: 126976 Page 19 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #1 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Floor Area 647.6 ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value X 0.1020 X X x AT °F = = = 361 Btu/hr R-13 Wall 719.4 36 2,642 New Windows/Doors 195.8 X 0.5000 36 3,524 R-21 Roof Rafter 647.6 x 0.0520 36 1,212 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 x x x to another room 8.001 X I 0.2531 Ceiling Height ACH x Items shown with an asterisk () denote conduction Infiltration:[ I 1.001 xl 1.0781 Schedule Air Sensible Fraction through an interior surface xl 648] xl Area Page Total /60] xl AT 7,378 = I 849 TOTAL HOURLY HEAT LOSS FOR ROOM 8,227 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 20 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #1 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 940.8 ft2 Outdoor Wet Bulb Temperature 68 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-13 Wall (NE) 339.0 X 0.1020 x 14.0 = 484 R-13 Wall (SW) 311.2 X 0.1020 X 16.0 = 508 R-13 Wall (SE) 110.8 x 0.1020 X 16.0 = 181 R-13 Wall (NW) 13.5 X 0.1020 X 15.2 = 21 13 Wall 204.0 X 0.1020 X 0.0 = 0 *R19 Roof Rafter 634.4 X 0.0560 X 0.0 = 0 R-30 Roof Rafter (N) 306.4 X 0.0360 X 42.0 = 463 x x x x Page Total 1,657 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 (NE) 0.0 X 15.7 + 64.5 X 28.6 = 1,842 Glass Doors (SW) 18.2 X 15.7 + 2.8 X 26.4 = 360 Windows (SW) 9.1 X 15.7 + 1.4 X 26.4 = 180 Windows (SW) 25.0 X 15.7 + 0.0 X 26.4 = 392 Windows (SW) 0.0 X 15.7 + 25.0 X 26.4 = 660 Glass Doors (SE) 0.0 x 15.7 + 80.0 X 26.4 = 2,113 Windows (SE) 0.0 X 15.7 + 27.5 x 26.4 = 726 x + x x + ____ x Page Total 6,274 Internal Gain Btu/hr Occupants 2.8 Occupants X 245 Btuhlocc. = E 691 Equipment 941 Floor Area X 1.00 w/sqft = 3,211 Infiltration: I 1 .078I x I 0.551 x I 35.961 X I I = 106 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,939 Latent Gain Btu/hr Occupants I 12.8 I Occupants X 1551 Btuh/occ. = I 437 Infiltration: I 4,8341 X °l X 35.961 X I_0.00100 = I Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 721 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 21 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #1 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 1,174.5 ft2 Outdoor Wet Bulb Temperature 68 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-19 Floor No Crawlspace 78.7 X 0.0490 x 9.0 = 35 R-13 Wall (NE) 425.0 x 0.1020 x 14.0 = 607 R-13 Wall (SW) 406.0 x 0.1020 X 16.0 = 663 R-13 Wall (SE) 139.2 x 0.1020 X 16.0 = 227 R-13 Wall (NW) 134.5 X 0.1020 X 15.2 = 209 R-19 Floor No Crawlspace 461.4 X 0.0490 X 0.0 = 0 *R19 Roof Rafter 647.6 x 0.0560 X 0.0 = 0 R-30 Roof Rafter (N) 513.1 x 0.0360 x 42.0 = 776 x x Page Total 2,516 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 (NE) 0.0 X 15.7 + 71.0 X 28.6 = 2,028 Windows (SW) 0.0 X 15.7 + 90.0 X 26.4 = 2,377 Glass Doors (SE) 0.0 x 15.7 + 48.0 X 26.4 = 1,268 Windows (SE) 0.0 X 15.7 + 33.3 X 26.4 = 879 Glass Doors (NW) 0.0 X 15.7 + 42.0 X 28.6 = 1,200 Windows (NW) 0.0 x 15.7 + 44.0 X 28.6 = 1,257 Skylight (N) 0.0 X 11.8 + 13.8 X 52.5 = 725 x + x x + x Page Total 9,733 Internal Gain Btu/hr Occupants 3.5 Occupants X 245 Btuh/occ. = L 863 Equipment 1,175 Floor Area X 1.00 w/sqft = 4,009 Infiltration: 1.078I x I 0.551 x I 44.891 X I I = I 132 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,253 Latent Gain Btu/hr Occupants I I Occupants X I issi Btuh/occ. = 546 Infiltration: I 4,834I X 0.551 X I 44.891 X I 0.00iool = 119 Air Sensible CFM ELA LW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 860 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 22 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #1 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 647.6 ft2 Outdoor Wet Bulb Temperature 68 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Factor CLTD1 Btu/hr R-13 Wall (NE) 288.8 x 0.1020 X 14.0 = 412 R-13 Wall (SW) 247.8 X 0.1020 X 16.0 = 404 R-13 Wall (SE) 105.5 x 0.1020 x 16.0 = 172 R-13 Wall (NW) 77.3 x 0.1020 X 15.2 = 120 R-21 Roof Rafter (N) 647.6 X 0.0520 X 42.0 = 1,414 x x x x ______ _____ x _____ x x x Page Total 2,523 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 (NE) 0.0 X 15.7 + 15.0 X 28.6 = 428 Windows (SW) 0.0 X 15.7 + 56.0 X 26.4 = 1,479 Glass Doors (SE) , 42.0 x 15.7 + 0.0 X 26.4 = 659 Windows (SE) 0.0 X 15.7 + 6.3 X 26.4 = 166 Glass Doors (NW) 0.0 x 15.7 + 42.0 X 28.6 = 1,200 Windows (NW) 0.0 x 15.7 + 34.5 X 28.6 = 985 x + x x + x x + x Page Total 4,91 Internal Gain Btu/hr Occupants 1.9 Occupants X 245 Btuh/occ. = E 476 Equipment 648 Floor Area X 1.00 w/sqft = 2,210 Infiltration: I 1.0781 X 0.551 x I 24.751 X I l =73 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10,201 Latent Gain Btu/hr Occupants I 11.9 I Occupants X I 1551 Btuh/occ. = 301 Infiltration: I 4,8341 X I °I X I 24.751 X I 0.001001 = 65 Air Sensible CFM ELA LW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 474 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:19:33 ID: 126976 Page 23 of 23 Page 1-20 Conditioned Floor Area compliance (see Climate Zone below), design data includes the typically warmest and coolest outdoor temperatures that a building is likely to experience in an average year in its particular location. Temperatures are from the ASHRAE publication, SPCDX, Climatic Data for Region X - Arizona, California, Hawaii Nevada, May 1982 edition (see Appendix C). For heating, the outdoor design temperature is the Winter Median of Extremes. A higher temperature is permitted, but no lower than this value. For cooling, the outdoor design temperatures must be the 1.0 percent Summer Design Dry Bulb and the 1.0 percent Wet Bulb columns. If a building location is not listed, the local enforcement agency may determine the location for which data is available that is closest in its design characteristics to the actual building site. 1.8 Conditioned Floor Area Conditioned floor area (CFA) is the total floor area (in square feet) of enclosed conditioned space on all floors of a building, as measured at the floor level of the exterior surfaces of exterior walls enclosing the conditioned space. [101] This term is also referred to in the Standards simply as the floor area. This is an important value for the purpose of compliance since annual energy use is divided by this value to obtain the energy budget. In the prescriptive packages, the maximum fenestration area is expressed as a percentage of this value. CFA is calculated from the plan dimensions of the building, including the floor area of all conditioned and indirectly conditioned space on all floors. It includes lofts and mezzanines but does not include covered walkways, open roofed-over areas, porches, pipe trenches, exterior terraces or steps, chimneys, roof overhangs or parking garages. Unheated basements or closets for central gas forced air furnaces are also not included, unless shown to be indirectly conditioned. The floor area of an interior stairway is determined as the CFA beneath the stairs and the tread area of the stairs themselves. See Figure 1-2 for an example of how CFA is calculated. ea 1 (Conditioned Space Outlined) First Floor Note: Measure from exterior surfaces of exterior partions / Unheated Garage Note: Do not count unconditioned space Introduction - Where to Get Help Page 1-21 Area 2 (conditioned Space Outlined) / NOTE: Stair area should be included in both the 1st and 2nd floor areas -------------------- Second Floor Total conditioned floor area = Area 1 + Area 2 Figure 1-2 - Total Conditioned Floor Area 1.9 Where to Get Help The Energy Commission has a number of resources to help designers, builders, homeowners and others understand and apply the Standards. 1.9.1 Energy Commission Publications and Support Telephone Hotline If the information contained in the Standards or this compliance manual are not sufficient to answer a specific question concerning compliance or enforcement, technical assistance is available from the Energy Commission Energy Hotline. You can reach the Energy Hotline on weekdays from 8 a.m. - noon and 1 p.m. - 4:30 p.m.: (800) 772-3300 (916)654-5106 2008 Residential. Compliance Manual August 2009 (ity of Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name HOUSE #1 C,'0-. Ifoi'i Building Permit Plan Check Number CB154616 Project Address: 175 CHINQUAPIN AV A.P.N 206-070-02-01 Project Applicant (Owner Name): .!RREG INVESTMENTS LLC 1026 Project Description: NEW SF0 Building Type Residential: I NEW DWELLING UNIT(S) 2,647 Square Feet of Living Area in New Dwellingls Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: 62Li_AZt hL&(94( Date 01115/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District Vista Unified School District 0 San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 P i c o Ave Ste . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Acot. Only) 11 Encinitas Union School District- D San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) k76O-944-43O0 xli 66) 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. Signature: 1' Date: B-34 Page 1 of 2 Rev. 03/09 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. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 'SL L 1- (c69Ler'&) c' ' CARLSBAD UNIFIED SCuOQLp1sc 6225 EL CAMINO REAL CARLSBAD, CA 92009 I1t,O 3S3c to B-34 Page 2 of 2 Rev. 03/09 - 1 206-'07'0-02-61- 175 Chinquapin Ave 2 -2o6 Oo'u--02 171 Chinquapin Ave 3 206-070-02-03 165 Chinquapin Ave - I 5' S S * PLUMBING, City of -,: ELECTRICAL,, . "Whig OMSIon - - - :. -MECHANICAL 760-602-2719 1635 FaTaCW i Carsau WORKSHEET B-iS - 1 * Project Address: il ftNQUPrPtij A\IE.; 'Permit N p ..bfeste we etpen -. This term must be owu1eted md returned to the Ouilding Diiion before the nerrnø ten be imued, Buflthn Dept Fax (7O) 602-058 Number of new or relocated flxturst, traps, or floor diths ............................." J. New building sewer line? Ves )( No____ Number of new roof draiL. _. --_---------____ LO!ter water ilne? Number of new water ..... _I Number of new, r ccted or replaced go., cutlets? . Number of new hose ......_........_....__..... Resuftrni4 Perniits: N/epkd scrv.c; -r of ncwmp; - OO - V Minor Remodel ony Ve No)( , - V Tenant Improvement: Number of existing amps inuokiedin this proiect.• __________ I').... .._. .. .&Z.... A r........ . - - UW UIhDI%t%StDII. n.Iq.fl ).#Ct l.a I - Snate Phase ..__..: Number of new omoeres_______________ Three Phase... ........ ......................... .... . ....... .............. Number of new amperes_________________ Three Phase ............ ....... .............................Number of new amperes - V V V V I , Number of new furnaces. AJC, or heat pumps? New or relocated duct worh .............................................................V.,....,Ves. No !'1l of ................................................ Number of new exhaust fans?......... ......... ....... _.......... 7 ........ Number of now exhaust heads? ........................................ ...... _____ Number of new boilers or comp ors. ..._...... Number or HP 1 V V V V V * B-1 Page 1 of V V V I Rev. 03109 I V - PLUMBING, Development Services L-Ci ef . ELECTRICAL, - BuUd vision MECHANICAL 1635 Frada Avaue Carlsbad WORKSHEET 818 •., . ProjeCt Address 171 C MGUA'%14 'N Permit Wo. ndV Id b to 'k be&v dw*o e *bow ted p This Non mug bQmnáedbpBuildnqseahfoeDennft can bejssued,' r Buil ding Dept. Pox (760) 602-8558 Number of new CT relocated fixtures. traps, or ftrdrutns New building sewer line? No Number of new roof lnsthWelthrwater NumberofnwWaterhter? Number of w. relocated or repiaced ga outlt'....................... Number of new •- I -. O Resldentk.1 Perni1ts -. New/expanded service: Number of new qmps;. Minor Retttode1o4i Yes No V - 'Tenant improvement: Number of existtnq amps invoA'edin th! 'Number of new aftVS hnd/n tlth New . C ttcn Amps per Prneb . -. .. Sgie Phase Number of new amperes______________ Three Phase................. Number of new cnnperes______________________ - - - lltrdre P1pse 480 •LIfl*fl4..,aM*fl&*4*SU .... lsltniber of ste,s,znperes - . Number of new furnmes, A/C, or heat purr New or rIocctéci duct .......... a ............ . .......... NO Number of new ..................................... ........ An Number of new exhaust fans?___...._. 7 Number of new exhaust hoods? ....... .. ........ .. .... .. ............... .......--------- --------- ___ 1 - Number of new boilers or cornpressors7__.. ._ Number of HP 8-18 Page 1 011 Rev, 03109 Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,647 $139.52 $369,309.44 Residential Additions . . $166.81 $0.00 Remodels / Lofts - $45.78 - $0.00 Apartments & Multi-family - $124.35 $0.00 Garages/Sunrooms/Solariums 457 $36.40 $16,634.80 Patio/Porch 294 . $12.13 $3,566.22 Enclosed Patio - $19.71 $0.00 Decks/Balconies/Stairs . DO-431 $19.71 $8,495.01 Retaining Walls, concrete,masonry . ' . $24.26 . $0.00 Pools/Spas-Gunite . . . $51.56 $0.00 TI/Stores, Offices $45.78 $0.00 TI/Medical, restaurant, H occupancies . $63.70 $0.00 Photovoltaic Systems/ # of panels . - $400.00 $0.00 $0.00 . $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 - Fire Sprinkler System 3,104. $3.94 $12,229.76 Air Conditioning - commercial $6.37 $0.00 Air Conditioning - residential 247 .- i $5.31 $14,055.57 Fireplace/ concrete, masonry \. . $4,883.11 . $0.00 Fireplace/ prefabricated Metal . '-- $3,319.61 . $0.00 $0.00 $0.00 S.. 619 City of Carlsbad . Valuation Worksheet Building Division Permit No: Address,.. Assessor Parcel No . Date 1 -15 Valuation: $424,291 Comm/Res (CIR): =. . C * . Building Feb -$1,779.81 Plan Check Fee $1,245.87. Strong Motion Fee $89.00 Green Bldg. Stand. Fee ' $16.00 Green Bldg PC Fee $150.00 License Tax/PFF $14,850.18 License Tax/PFF (in CFD) $7,722.09 CFD lst hour of Plan checkFire Expedite - - - Plumbing ..TBD Mechanical TBD - Electrical .1 TBD CFD Yes (PFF=1.82%) 1z No (PFF = 3.5%) Land Use: Density: . . Improve. Area: Fiscal Year: Annex. Year: -- . Factor: - CREDITS •. 4 PFF and/or CFD Explanation: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 09-13-2016 Plan Check Revision Permit No:PCR16159 Building Inspection Request Line (760) 602-2725 Job Address: 175 CHINQUAPIN AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 2060700201 Lot #: 0 Applied: 08/16/2016 Valuation: $0.00 Construction Type: 5B Entered By: JMA Reference #: CB154616 Plan Approved: 09/13/2016 PC #: Issued: 09/13/2016 Project Title: DOOR & WINDOW REVISIONS Inspect Area: Applicant: Owner: STEVE SHACKELTON 760-889-2600 Plan Check Revision Fee . $107.50 Fire Expedited Plan Review . $0.00 Additional Fees $0.00 Total Fees: $107.50 Total Payments To Date: $107.50 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Rease take NOTICE that approval of your project includes the "lrrth' of fees, dedications, reservations, or other exadions hereafter collectively referred to as fees/exadions." You have 93 days from the date this permit as issued to protest inposition of these fees/exactions. If you protest them you mist follow the protest procedures set forth in Government Code Section 620(a), and file the protest and any other required infcmeon with the City Manager for processing in acccniance with Carlsbad MnidpaJ Code Section 3.32.030. Failure toy fdlaw that prixedure wlI bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY toater and seer connection fees and capacity changes, nor planning, zoning, grading or other sinilar apphoi, processing or service fees in connection wth this project. NOR DOES IT APPLY to any fees/exactions of Mich you have ixeiws1y been given a NOTICE srilar to this, or as to hicii the statute of limitations has rxeviwslv otherwise edred. /Le (City of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 .www.cárlsba.dca.gov Plan Check Revision No, I SJriginaI Plan Check No. 16-4C 6 Project Address 1S AIL Date Contact ¶H($I.T0W Ph 10 4OO Fax Email ST-E7V aQ,5H*e-AIZC*/t*-CrvR-V. CQM Contact Address t t ô t 36(4ND 57-; #3" City FivcIivrk5 ZIP q a o General Scope of Work 0 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 7PIans nts revised: Calculations E Soi( nergy E Other 2 Describe revisions in detail 3. List page(s) where each revision is. shown List reyised sheets that replace existing sheets j Z)00 Z 1-9 CPkAAf&-&-b ro Thi. D OOR. t+IFA-1064,14 7L"TAu... /sj 3 . 2 •Pri- '3.2. WlItoj l-w -rfcewtC '% jqj-5 I Does this revision, in any way, alter the exterior of the project? Yes No 6.. Does this revision add ANY new floor area(s)? fl Yes . No Does this revision affect any fire related issues? . Yes No Is this a complete set? Yes N No nature >7/OS-,4.'Z#9 . 0 1635 Faraday Avenue, Carlsbad, CA 92008. fb 760-602- 2719 E& 760-602-8558 EmaiP: building@carlsbadca:gov www.cartsbadcagov EsGil Corporation In (Partners/lip with government for (Building Safety DATE: Aug 23, 2016 JURISDICTION: LP] AICANT —iti RI S. LI PLAN REVIEWER LI FILE PLAN CHECK NO.: cb15-4616.rev(PCR16-159) SET: I PROJECT ADDRESS: 175 Chinquapin Ave PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. 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 Corporation 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 Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Telephone #: Date contacted: Email: Mail Telephone Fax In Person REMARKS: By: Rich Moreno Enclosures: approved set: cb15-4616 EsGil Corporation E GA LI EJ LI MB LI PC Aug 18,2O16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad cb 15-4616.rev(PCR 16-159) Aug 23, 2016 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: cb15- 4616.rev(PCR16-159) PREPARED BY: Rich Moreno DATE: Aug 23, 2616 BUILDING ADDRESS: 175 Chinquapin Ave BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) misc Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: U Complete Review U Structural.Only U Repetitive Fee Repeats * Based on hourly rate - U Other U Hourly EsGil Fee I Hr.@* $86.00 I $86.00I Comments: Sheet of 1 macvalue.doc + CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 1 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml GENERAL INFORMATION 01 Project Name 175 CHINAQUAPIN AVENUE 02 Calculation Description Title 24 Analysis 03 Project Location 175 CHINAQUAPIN AVENUE 04 City CARLSBAD 05 Standards Version Compliance 2015 06 Zip Code 92008 07 - Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 - Climate Zone CZ7 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 225 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 2762.85 15 Number of Zones 3 16 Slab Area (1t2) 940.75 17 Number of Stories 3 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab N/A 21 Glazing Percentage (%) 28.1% COMPLIANCE RESULTS - 01 Building Complies withComputerPerformper MAO 02 - --b. This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC approved HERS provider. r. " ! 03 This building incorporates one'or. more SpecIFeturesshowi'below ,.--.- u'!.F$CA - ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/1t2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.03 2.72 - -0.69 -34.0% Space Cooling 4.55 . 3.10 1.45 31.9% IAQ Ventilation . 1.35 1.35 0.00 0.0% Water Heating 10.48 7.03 3.45 32.9% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 18.41 14.20 4.21 22.9% Registration Number: 216-N0273644A-000000000-0000 . Registration Date/Time: 2016-07-22 13:57:46 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 PHC&16 CaICEIff' iS q d S07-1 I erated at: d CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 2 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins 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: Building Envelope Air Leakage lAG mechanical ventilation Cooling System Verifications: Minimum Airflow Verified EER Verified SEER Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Verified low-leakage ducts entirely in conditioned space Domestic Hot Water System Verifications: —None — r ENERGY DESIGN RATING This is the sum of the annual TDV energy consumptionreiergy usecomponents included intheperformance compliance approach fortheStandard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated byjitle 24 Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. - r r.%—..r V I L Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2 yr) 63.04 58.83 4.21 6.7% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems 175 CHINAQUAPIN AVENUE 2762.85 1 6 3 0 1 Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 3 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 First Floor Conditioned 1st & 2nd Floor HVAC1 940.75 9 DHW Sys 1 Second Floor Conditioned 1st & 2nd Floor HVAC1 1174.5 8 DHW Sys 1 Third Floor Conditioned 3rd Floor HVAC2 647.6 8 DHW Sys 1 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Northeast Wall First Floor R-13 Wall 45 Back 403.5 64.5 90 Southwest Wall First Floor R-13 Wall 225 Front 392.7 81.5005 90 Southeast Wall . First Floor R-13 Wall 135 Right 218.25 107.5 90 Northwest Wall First Floor R-13 Wall 315 Left 13.5 0 90 Interior Surface FirstFloor>>_GarageL( fRi3Wll1 1[) 204 0 Northeast Wall 2 Second Floor fl %R 13Wall J\\ - fl l backl,496 71 90 Southwest Wall 2 Sechdloor R13 Wal1 225U Fror ' ' ' 496 90 90 Southeast Wall 2 Second FI&r * X F% R13 Wal' " 135 L Riht 1' 220.5 81.25 90 Northwest Wall 2 Second Floor R-13 Wall 315 Left 220.5 86 90 Raised Floor Second Floor R-19 Floor No Crawlspace 78.7 Interior Surface 4 Second Floor>>_Garage_ R-19 Floor No Crawlspacel 461.4 Northeast Wall 3 Third Floor R-13 Wall 45 Back 303.75 15 90 Southwest Wall 3 Third Floor R-13 Wall 225 Front 303.75 56 90 Southeast Wall 3 Third Floor R-13 Wall 135 Right 153.75 48.25 90 Northwest Wall 3 Third Floor R-13 Wall 315 Left 153.75 76.5 90 Northeast Wall 4 _Garage_ Garage Wall 45 Back 189 0 90 Southwest Wall 4 _Garage_ Garage Wall 225 Front 207 0 90 NorthwestWall4 _Garage_ Garage Wall 315 Left 186 112 90 Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 4 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft) Skylight Area (ft2) Roof Rise (x in 12) Root Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof First Floor R-30 Roof Rafter - specify - 306.4 0 3 0.25 14.04 0.1 0.85 0.1 Roof 2 Second Floor R-30 Roof Rafter - specify - 1 526.9 1 0 3 0.25 14.04 0.1 0.85 0.1 Roof 3 Third Floor R-30 Roof Rafter - specify - 647.6 1 0 1 3 1 0.25 1 14.04 1 0.1 0.85 1 0.1 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U-factor SHGC Exterior Shading Windows Window Northeast Wall (Back-45) ---- ---- 1 64.5 0.32 0.25 Insect Screen (default) Glass Doors Window Southwest Wall (Front-225) ---- ---- 1 21.0 0.32 0.25 Insect Screen (default) Windows 2 Window Southwest Wall (Front-225) 3.0 7.0 0.5 10.5 0.32 0.25 Insect Screen (default) Windows 3 Window Southwet;Wall (Front~225, r 7.0 2.381 25.0 0.32 0.25 Insect Screen (default) Windows 4 Window Southwst Wall (Frant225) I (1\ j -25.0 0.32 0.25 Insect Screen (default) Glass Doors 2 Window Southeast aII (Right135) I. U \. L U 1 Ii 80 0 032 025 Insect Screen (default) Windows 5 Window 'SoutheastWll (ight35) ç 27.5 032 025 In Screen (default) Windows 6 Window Northeast Wall 2 (Back-45) ---- ---- 1 71.0 0.32 0.25 Insect Screen (default) Windows 7 Window Southwest Wall 2 (Front-225) ---- ---- 1 90.0 0.32 0.25 Insect Screen (default) Glass Doors 3 Window Southeast Wall 2 (Right-135) ---- ---- 1 48.0 0.32 0.25 Insect Screen (default) Windows 8 Window Southeast Wall 2 (Right-135) ---- ---- 1 33.3 0.32 0.25 Insect Screen (default) Glass Doors 4 Window Northwest Wall 2 (Left-315) ---- ---- 1 42.0 0.32 0.25 Insect Screen (default) Windows 9 Window Northwest Wall 2 (Left-315) ---- --- 1 44.0 0.32 0.25 Insect Screen (default) Windows 10 Window Northeast Wall 3 (Back-45) ---- ---- 1 15.0 0.32 0.25 Insect Screen (default) Windows 11 Window Southwest Wall 3 (Front-225) ---- ---- 1 56.0 0.32 0.25 Insect Screen (default) Glass Doors 5 Window Southeast Wall 3 (Right-135) 6.0 7.0 1 42.0 0.32 0.25 Insect Screen (default) Windows 12 Window Southeast Wall 3 (Right-135) ---- ---- 1 6.3 0.32 0.25 Insect Screen (default) Glass Doors 6 Window Northwest Wall 3 (Left-315) 6.0 7.0 1 42.0 0.32 0.25 Insect Screen (default) Windows 13 Window Northwest Wall 3 (Left-315) 5.8 1 6.0 1 34.5 0.32 0.25 Insect Screen (default) Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaIcERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 5 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml DOORS 01 02 03 04 Name Side of Building Area (tt2) U-factor GarageDoor Northwest Wall 112.0 1.00 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Windows 2 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Windows 3 4 0.1 4 4 0 0 0 0 0 0 0 0 0 Glass Doors 5 5 0.1 5 5 0 0 0 0 0 0 0 0 0 Glass Doors 6 2 . 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 13 .. 2 0.1 2 2 0 0 0 0 0 0 0 0 0 C Ae H E' R S P D E R ~ L"~ E ~ [~'nc. Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 6 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R-value U-value Assembly Layers Inside Finish: Gypsum Board Cavity/ Frame: no insul. / 2x4 Exterior Finish: Wood Garage Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity/ Frame: R-13/2x4 Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.095 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 R-13 WalIl Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board Inside Finish: Gypsum Board Cavity/Frame: R-30/2x10 Roof Deck: Wood Siding/sheathing/decking R-30 Roof Rafter Cathedral Ceilings Wood Framed Ceiling 200 @ 16 in. O.C. R 30 0.037 Roofing: Light Roof (Asphalt Shingle) if c5 if I i.)i Floor Surface: Carpeted Floor Deck Wood Siding/sheathing/decking R-19 Floor No Crawlspace Exterior Floors Wood Framed Flqor 2x6 @ 16 ip 0 C R 1% ((0.050 Cavity / Frame R 19 /2x6 w " Floor Surface: Carpeted H D ERN S P R 0 V rame: E R Floor Deck: Wood Siding/sheathing/decking R-19 Floor No Crawlspacel Interior Floors Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.048 Ceiling Below Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R-value & Depth Carpeted Fraction Heated Slab Floor First Floor 940.75 114.2 None 0.8 No Slab Floor 2 _Garage_ 461.4 64.7 None 0 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 Required 1689.9 Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 7 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R-value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0.2 0.85 190000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name , Pipe Insulation Parallel Piping Compact Distribution Point-of Use Recirculation Control Central DHW Distribution DHW Sys 1 1/1 1flr( - ,t. it ...'t lilt A rir,..% it it ft 1SI SPACE CONDITIONING SYSTEMS S\\ U U U j. U U. U 01 02J— F 5 03 R C V I ) F f 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 2:Air Distribution System 2:HVAC Fan 2:2 Heat Pump Heating and Heat Pump System 2 Cooling System Heat Pump System 2 HVAC Fan 2 Air Distribution System 2 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel-fired central furnace 80 AFUE Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 8 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 2 SplitHeatPump 9 24000 22000 15 12.5 No No Heat Pump System 2-hers-cool HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi-speed Compressor HERS Verification Cooling Component 1 SplitAirCond 8.6 14 Not Zonal Single Speed Cooling Component 1-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflowj Alow low 4 f Airflow TargeJ J Verified EE Verified SEER Verified Refrigerant Charge Cooling Component 1-hers-cool eZjred L fl $ . 4 4 Not Reuird - Not Required Not Required Heat Pump System 2-hers-cool ReLq ieqd Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type . Duct Leakage Insulation R-value Duct Location Bypass Duct HERS Verification Air Distribution System 1 LowL Sealed and tested 6 Conditioned zone (VLL) Air Distribution SystemlCod None 1hersdist Air Distribution System 2 LowLlCod Sealed and tested 6 Conditioned zone (VLL) None Air Distribution System 2-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low-leakage Air Handler Air Distribution System 1-hers-dist Required 6.0 Required Not Required Not Required Not Required Air Distribution System 2-hers-dist Required 6.0 Required Not Required Not Required Not Required Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 9 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml 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 2 Single Speed PSC Furnace Fan 0.58 HVAC Fan 2-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 HVAC Fan 2-hers-fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 .02 03 04 05 06 Dwelling Unit IAQ CFM - IAQ Watts/CFM lAO Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt 801285 J 1025 Defaults 0 Required PROJECT NOTES www.title24data.com e-mail: title24@frazmtn.com "One Day Service" since 1978 Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 175 CHINAQUAPIN AVENUE Calculation Date/Time: 10:32, Thu, Jul 14, 2016 Page 10 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #1.xml DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: David McClain Company: Signature Date: Title 24 Data Corp 2016-07-22 09:21:08 Address: CENHERS Certification Identification (If applicable): 633 Monterey Trail R-13-14-10053 City/State/Zip: Phone: Frazier Park, CA 93225 661-245-6372 RESPONSIBLE PERSONS DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 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 this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. The building design featuresor 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 submitted -the enforcpmen) agency for apprqIal with th building permit application ,to Responsible Designer Name I $ II Responsible Designer Signature Mve Stephen Shackelton <S Company: H E R 5 pDate- Si9nIL-ed:v Shackelton Design Group 2016-07-22 13:57:46 Address: License: 1106 2nd Street, #359 N2589545 City/State/Zip: Phone: Encinitas, CA 92024 760-889-2600 Digitally signed by CalCERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0273844A-000000000-0000 Registration Date/Time: 2016-07-22 13:57:46 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:33:26 Print Date: 04/02/2018 Permit No: PREV2016-0013 Job Address: 175 Chinquapin Av Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Finaled Parcel No: 2060700201 - 4 Lot #: - Applied:. 12/02/2016 Valuation: $0.00 Reference #: DEV14049 Issued: 03/29/2018 Occupancy Group: Construction Type Permit 04/02/2018 Finaled: # Dwelling Units: . Bathrooms: Inspector: PBurn Bedrooms: I, Orig. Plan Check #: . - Final 'Plan Check #: Inspection: Project Title: CARLSBAD LAGOON HOMES Description: CARLSBAD LAGOON HOMES: ADD DOOR AT DECK, LIGHT & SWITCH Applicant: * Owner: - - RINCON REAL ESTATE GROUP INC - RREG INVETMENTS SERIES, LLC SERIES 1026 3005 S El Camino Real 3005 South-El Camino Real . . San Clemente, CA 92672-3438 . SAN CLEMENTE, CA 92672-3438 . 949:637-3254 - 949-4385494 FEE . . • . AMOUNT MANUAL BUILDING PERMIT FEE . $80.65 - Total Fees: $ 80.65 ' Total Payments To Date: $ 80.65 Balance Due: $0.00 - - * - - 1635 Faraday Avenue, Carlsbad CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION APPLICATION B-15 Original Plan Check No. 15-4616 tt. City of Carlsbad Plan Check Revision No. Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address 175 CHINQUAPIN AVENUE Contact STEVE SHACKELTON Ph 760-889-2600 Email STEVE@SHACARCHITECTURE.COM Contact Address 1106 SECOND ST. #359 General Scope of Work Date 11/17/16 Fax City. ENCINITAS Zip 92024 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: L21 Plans n Calculations J Soils E Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets DOOR ADDED @ LVL 2 BEDROOM 2 DECK . A1-2.1 A1-2.1 A1-3.1 A1-2.5 A1-3.1 LIGHT AND SWITCH ADDED AT SAME LOCATION A1-2.5 Does this revision, in any way, alter the exterior of the project? E Yes ENo Does this revision add ANY new floor area(s)? fl Yes E21 No Does this revision affect any fire related issues? E Yes E1 No Is this aconiplete set?, Yes F.71 No £cSignature 1635 Faraday Avenue, Carlsbad, CA 92008 : 760-602- 2719 E: 760-602-8558 EalaiL building@carlsbadca.gov www.carlsbadca.gov EsGil C9rioration In cPartners/lip with Government for Building Safety DATE: Dec 2, 2016 U APPLICANT JURlSDlCTlON:ECityo1irlD U PLAN REVIEWER U FILE PLAN CHECK NO.: cb15-4616.rev(PREV2O'16-0013) SET: I PROJECT ADDRESS: 175 Chinquapin Ave PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group 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. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation 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 Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ,,_-. Telephone #: Date contacted: Email: Mail Telephone . Fax In Person REMARKS: Person responsible for plan preparation to A) add note clouded in red on sheet S-i of the approved set of plans to reference changes proposed on architectural sheets of the plans held at the city to match the plan set being approved. B) Submit a new energy design calculations package to the city to match new proposed fenestration. By: Rich Moreno Enclosures: approved set: cb15-4616 EsGil Corporation LI GA LI EJ LI MB Li PC Dec 5,2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 j City of Carlsbad cb 15-4616. rev(PREV201-00 13) Dec 2,2016 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: cb15- 4616.rev(PREV2016-0013) PREPARED BY: Rich Moreno DATE: Dec 2, 2016 BUILDING ADDRESS: 175 Chinquapin Ave BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) misc Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb ]By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: E Complete Review r Structural Only 1 Repetitive Fee i j Repeats * Based on hourly rate Other 1517— Hourly 0.75 Hr. @ * EsGil Fee $86.00 I $64.501 Comments: Sheet 1 of 1 macvalue.doc +