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HomeMy WebLinkAbout171 CHINQUAPIN AVE; ; CB154618; PermitPrint Date: 01/23/2018 Job Address: 171 Chinquapin Av Permit Type: BLDG-Residential Parcel No: 2060700202 Valuation: $445,080.00 Occupancy Group: U Dwelling Units: - Bedrooms: C!City of a sbad - Residential Permit - - - Permit No: C8154618 Work Class: Single Family Detached Status: Closed - Finaled Lot #: Applied: 12/29/2015 Reference U: DEV14049 . Issued: 08/05/2016 Construction Type: Permit Finaled: - Bathrooms: . Inspector: PBurn Orig. Plan Check #: Final Plan Check U: Inspection: 1/23/2018 10:56:39AM Project Title: CARLSBAD LAGOON HOMES Description: RESDNTL - SFD CARLSBAD LAGOON HOMES: 3-STORY 2,913 LIV / 456 SF GARAGE / 60 SF COVERED ENTRY//395 SF DECKS Applicant: Owner: RINCON REAL ESTATE GROUP INC RREG INVETMENTS SERIES, LLC SERIES 1026 3005 5 El Camino Real 3005 South El Camino Real San Clemente, CA 92672-3438 SAN CLEMENTE, CA 92672-3438 949-637-3254 • 949-438-5494 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." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avene, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-05-2016 Residential Permit Permit No: CB154618 Building Inspection Request Line (760) 602-2725 Job Address: 171 CHINQUAPIN AV CBAD Permit Type: RESDNTL Sub Type: SFD Status: ISSUED Parcel No: 2060700202 Lot #: 2 Applied: 12/29/2015 Valuation: $445080.00 Constuction Type: 5B Entered By: SLE Occupancy Group: Reference #: MS150002 Plan Approved: 08/0512016 # 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 2,913 LIV / 456 SF GARAGE /60 SF COVERED ENTRY//395 SF DECKS - Applicant: Owner: RINCON REAL ESTATE GROUP,INC. 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 $1,854.36 Meter Size FS1 Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00 Plan Check $1298.05 Meter Fee $356.00 Add'I Plan Check Fee $0.00 SDCWA Fee $4,800.00 Plan Check Discount $Q.00 :CFD Payoff Fee $0.00 Strong Motion Fee $57.86 PFF (3105540) $8,100.46 Park in Lieu Fee $7,649.00 PFF (4305540) $7,477.34 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 $0.00 Renewal Fee $0.00 ELECTRICAL TOTAL $0.00 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $0.00 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $3,934.00 Housing Credit Fee $0.00 Meter Size FS1 Master Drainage Fee $0.00 Add'I Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $163.00 Green Bldg Stands (5B1473) Fee $18.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $163.00 TOTAL PERMIT FEES $35,871.07 Total Fees: $35,871.07 Total Payments to Date: $35,871.07 Balance Due: $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. Print Date: 04/02/2018 - V Permit No: SW150505 Job Address 171 Chinquapin Av Permit Type: - BLDG-Migrated Work Class: BLDG-Migrated Status:, Closed- Finaled Parcel No: 2060700202 Lot #: Applied: .12/30/2015 - Valuation $0 00 Reference 4 Issued"08/05/2016 Occupancy Group: Construction Type: i Permit 04/02/20181 V Finaled: U Dwelling Units: Bathrooms: - - Inspector: V Bedrooms: V Orig. Plan Check :1 Final - • V Plan Check U: - Inspection., V Project-Title: V -. V V VVV : V V V Description: SWPPP -- CARLSBAD LAGOON HOMES #2 OF 3 V ( V - FEE V - V V AMOUNT V - • - V V Total Fees Total Payments To Date -' Balance Due Q ••V •. V - - - -t - - V • V - V - V -V -V, • V V • V - • 4V_ V •_ - - -' ••- • V V V • V • V -, • -V - - V - V V V• V • V V• - - V V • -'• V •.• t -V V V • ••• • V - • - V • • V • Vi • - V V V - - - V - - •F. VV -. - V • . VV V). VV V - • - - -. -p V V - V • 1635 Faraday Avenue Carlsbad CA 92008-7314 I 760-6N-2700 I 7'60-602-8560f www carlsbadca gov • .. -. - - V • V •Vp • • - - • V - V • V P V - 15 FOLLOW D&wi - Dw' D Dim: P!!it Appiktion I P1311 ChECk NO CP t( Cit ot - 635 FdA CM CA9208 V1j Lft') c r • Ph;76O-O2-2719 Fx;76OO2-6556 . •1 ar!stacE tan Date V - - - - 171 Ch in Ave.Carmbalu CA 2000 rise ffg etie4 206 - 070 - 02 - 02 C 84ThRG3 VP 0cc. GXOU? 2 4 iP1t WORK hici qumc - New construction of detached 3-story, SF with attached garage Roorara943SP 'is-tti ? Garage area 565F Covere.D J15mme USE tcapMiIr 5f) tPâTQ5I tfl(fD. LPIA( IIP Mnrnrmn 'E5P1NItW5 L I Ø tøo Kevin- Dunn, Rincon Real Estate Group - - AflDQES5 3005 S El Camrno Real IADDRESS - I O 4473 CT STATE ZIP San CA 92672 1 STATE ZiP Carisac oos ip - 949$3'3254 - ., I 1 .760-815-585 SMALL abkwei@sb&nei 1Dom PROFS54O4M. Stave Sken, Slackatton esigr Group U$MM * -ADDRESS ADDRESS I 1106 2nd St359 cliv STATE ZIP Cliv STATE ZIP I Encinitas 76U9-2600 - Steve acarc!utec+we corn -, - STME Ut C - ISTME UtC - - GUM ciry 8a Uc.0 C-34 035 - i rrw e ny y Qf t4!urHy wnfl reqwre a pem to cTru, armpoveemvlh or rep3r n iuwa, prIor to 131 uan,.Ioo reqtIr ftto the c rutrte t. c lCheev, irvteñdl thSOt*Ion 700 -3tt* 8ise-an Rtesth,n CA1e or thai he Ia empt thorrom, and the basis he the abed exempvoa. 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WAMM F Mn WNWMS Vomp itan dt1 Ioqjrte mw4w pensltIoe md ea upte oee Mmdradthrei4 dos (MNJML In atnata prci1de4 fec In $ettfen 31 of tIwtoc cod InInc en arnefe. - - CONTRACTOR SIGNATURE - - r1AGENT DATE u1ysiTh7flsrrat - .0 1 = 77cI3 Tla does w5objldsec sthe. aid d -&ti &1T wciihh i en s. pwvidd is •r rmrIndcqolIeqed for Sala- IL haft-M, Vm or a o(c the bffdffl of waftftlatha d1ncitb pispatiy ai ori(Sai 7044,Sasd Pmis Colt Tim C W'S WW= L"doa ndahotvIof - - to ''Yea Qg- ____ - • - - * 3.1 {orccnscivd ft pmpmd 033 name addaml *ft !03it3 t03am mzabe: - - &I plan iv p lapotteneofg'ewo*. but usia hicadthfefewpatton ocrofeath, nii proifea the m tfoilue rerreferdresa(pfrorte ( taEcensa cearthec). - * '/' DAS9IT !ATE i • C =-.--• -.-.••• - .. .6 ar air Yee to -COMM-ML-6 . DY. 0 NO IF AM OF IM AftWM AM YM A FOAL CATOF OWAY MAY OT M VW ULTAffUMT I1AS1T eft fS Mff= na M=aMffF3OF ThE OflCE 01 AP TfOfC0TfOL . . . I hereby eilim that there lea consuofon lendIng ageni for the perfonr.anoe of the --wwk thle tis sed (-Sec— 3C97 (1)CMI Code). LerWet's OFCN.S8D EFOR 1ufg~77 spend aythieaflereci ncec a 011 ays(Secf3n 14.4 jgg Cocje. i T . Permit Type: BLDG-Residential Application Date: 12/29/2015 'Owner: RREG)NVETMENTS SERIES, LLC - ' SERIES Work Class: Single Family Detached - Issue Date: 08/05/2016 Subdivision: Status: Closed - Finaled ' Expiration Date: 02/26/2018 Address: 171 Chinquapin Av Carlsbad, CA IVR Number: '711496 - Scheduled Actual , Date Start - Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS Passed - BLDG-Building Deficiency No • BLDG-Plumbing Final No BLDG-Mechanical Final - - No BLDG-Structural Final - - NO ' •. 'BLDG-Electrical Final . -. No / • \ . - . . . 5 •' 1.. . - • ' . S S - .- . . ' . ..• . . - 5'. .5 '5 - S S .-. . . 4 . S. , - - S . S • - .. January 23, 2018 - ' ' .. ' - ' - - ' Page 3of3 -S • • -, 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: 171 Chinquapin Av Carlsbad, CA IVR Number: 711496 Scheduled Actual Inspection Type - Inspection No. Inspection Status Primary Inspector Reirspection Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 - Yes Frame-Steel-Bolting-Welding (Decks) - BLDG-24 Rough-Topout c Yes - BLDG-34 RQugh Electrical . Yes - BLDG-44 Yes Rough-Ducts-Dampers 03/16/2017 03/16/2017 BLDG-17 Interior 016734.2017 Passed Paul Burnette . Complete Lath/Drywall Checklist Item COMMENTS , Passed BLDG-Building Deficiency Yes 04/10/2017 04/10/2017 BLDG-82 Drywall, 019426.2017 Passed Peter Dreibelbis . Complete Exterior Lath, Gas Test, Hot Mop - Checklist Item COMMENTS 1 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 04/25/2017 04/25/2017 BLDG-17 Interior 021046.2017 Passed Paul Burnette - Complete Lath/Drywall Checklist Item COMMENTS Passed - BLDG-Building Deficiency Yes 08/28/2017 08/28/2017 BLDG-32 Const. - 032893-2017 cancelled Chris Renfro Reinspection Complete Service/Agricultural( Temp) . Checklist Item - . - COMMENTS Passed • BLDG-Building Deficiency - ' No 08/30/2017 08/30/2017 BLDG-Electric Meter 033396.2017 - Passed Paul Bumette Complete Release • - - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/13/2017 12/13/2017 BLDG-Fire Final 0431744017 Passed - - Daniel Stowe S Complete Checklist Item COMMENTS Passed FIRE- Building Final Yes 01/23/2018 01/23/2018 BLDG-Final 046494-2018 Passed Paul Bumette Complete Inspection January 23, 2018 Page 2of3 jr Permit Type BLDG-Residential Application Date 12/29/2015 Owner RREG INVETMENTS SERIES LLC - SERIES 1026 Work Class: Single Family Detach?d Issue Date: 08/0512016 Subdivision: Status: Closed - Finaled Expiration Date: 02/26/2018 Address: • 171 Chinquapin Av Carlsbad, CA' ' IVR Number: 711496 Scheduled Start Date Inspection Type Inspection No Inspection Status Primary Inspector Reinspection Complete Date 11/29/2016 11/29/2016 BLDG-15 .' 003196.2016 ,. Failed Paul Burnette Reinspection - Complete - - Roof/ReRoot (Patio) - -- Checklist Item' . 'COMMENTS ', . Passed - ' BLDG-Building Deficiency . . - ' ' No 12/07/2016 12/07/2016 BLDG-15 004468-2016 / Passed ' Paul Burnette Complete Roof/ReRoof (Patio). . Checklist Item . COMMENTS , Passed BLDG-Building Deficiency - . * Yes 02/01/2017 02/01/2017 BLDG-13 Shear 012019-2017 - - - Failed Paul Burnette * Reinspection . Complete Panels/RD (ok to, ,.,wrap) ,. .. • - - L Checklist Item . COMMENTS . - . . Passed BLDG Building Deficiency No 02/02/2017 02/02/2017 BLDG-22. ' 012301-2017 Passed Paul Burnette • Complete • Sewer/Water Service • ., ,'• .- . - - .• Checklist item COMMENTS. Passed • BLDG-Building Deficiency . . ' . . Yes - - 4 - * - ----4 '. 4' -• 02/03/2017 02/03/2017 BLDG-13 Shea- 012456-2017 Passed / Paul Burnette ' Complete • Panels/HD (ok to. - " wrap) . . • 4 - . ' • . Checklist Item ' COMMENTS . -, -, . Passed BLDG-Building Deficiency - .. . Yes 03/07/2017 03/07/2017 BLDG-84 Rough 015551-2017 Failed Paul Burnette Reinspection - Complete . Combo(14,24,34,44) - - Checklist Item - COMMENTS Passdd • BLDG-Building Deficiency - No - BLDG-14 - ., No -- - . Frame-Steel-Bolting-Welding . - - . (Decks) - • - BLDG-24 Rough-Topout . No BLDG-34 Rough Electrical No • . BLDG-44 ' - , - - . No Rough-Ducts-Dampers Th -, 03/08/2017 03/08/2017 BLDG-84 Rough • - 015860-2017 Passed Paul Burnette Complete * Combo(14,24,34,44) ' • • - •• * 4- 4 .4 - - •. 4 I - ,• S - *5 4 • - • 4 - . - -• * • • - - January 23,Mill , . S • - - • - Page lof3 - - •- .- • I EsGil Corporation In (Partnership with government for Building Safety DATE: Apr 18, 2016 LI A9PLICANT -iURIS. JURlSDlCTlON:ia3'. LI PLAN REVIEWER LI FILE PLAN CHECK NO.: 15-4618 SET: III PROJECT ADDRESS: 171 Chinquapin Ave. PROJECT NAME: SFD/ Garage/ Decks/ Trellis/ Covered Entry for Rincon Real Estate 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 jurisdictipn's building codes when minor deficiencies identified below are resolved and checked byl 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil 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 '1T(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 L1 GA EEJ LI MB El PC , Apr112016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Partnership with government for(Building Safety DATE: 03/21/16 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4618 SET: II PROJECT ADDRESS: 171 Chinquapin Ave. LI ,PPLICANT URIS. Li PLAN REVIEWER Li FILE PROJECT NAME: SFD/ Garage/ Decks/ Trellis/ Covered Entry for Rincon Real Estate 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. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: 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: 2- (b",) Email: kdunn(a-),rinconqrp.com/ $teve(yhacarch itecture .com Mail 1ihon Fax In Person i . LI REMA &dk sq footage is 414. Contractor to complete portion of special inspection report before pulling permit By: Ray Fuller Enclosures: EsGil Corporation LI GA LI EJ LI MB [1 PC 03/15/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 15-4618 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. The submitted plans I received were missing sheets A2-3.1 thru A2-5.1 and various items could not be signed off. 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. 6. Energy calculations do not match the plans. Energy is reflecting address to be 299 instead of 171 and the sq footage is noted to be 2819 and cover sheet/permit application state 2913. Please clarify. Energy calculations are now for 2972 and dwelling is 2913? 8. The calculations are using 40,000 BTU FAU to heat a 2913 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. 12. 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 2-13 on A2-2.1 as within 5 ft of tub and 2-15 4020 with 6'8" header height,2-27 within 2 ft of door 2-27 on A2-2.2 for example? Recheck all locations. Could not verify as missing this sheet. Carlsbad 15-4618 03/21/16 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 2-7, 2-10 and 2-26 , with 5 high SH's and 6'8" header height. Recheck all locations. Any changes cannot adversely' affect egress requirements. Could not verify as missing this sheet. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness of the glass railing. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 Could not verify as missing this sheet. Detail and reference required stairway and landing details at both interior (and exterior locations if applies) per Section R311.7 Could not verify as missing this sheet 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. 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 A2-2.5 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 PartnersIiip witfi government for Bui(ding Safety DATE: 01/11/16 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4618: SET: I PROJECT ADDRESS: 171 Chinquapin Ave. LI APPLICANT URIS. LI PLAN REVIEWER LI FILE I PROJECT NAME: SFD/ Garage/ Decks/ Trellis/ Covered Entry for Rincon Real Estate El 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 Date :7elephone cted.1 (by:)")..- ail Fax In Person REMARKS: Telephone #: (949) 637-3254 Email: kdunn@rincongrp.com By: Ray Fuller Enclosures: EsGil Corporation E] GA LIEJ LIMB 1-1 PC 12/31/15 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 56071468 • Fax (858) 560-1576 ,Carlsbad 15-4618 01/11/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 15-4618 JURISDICTION: Carlsbad PROJECT ADDRESS: 171 Chinquapin Ave. FLOOR AREA: Dwelling 2913 Garage 456 Decks 395 Trellis 30 Covered Entry 60 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/30/15 DATE INITIAL PLAN REVIEW COMPLETED: 01/11/16 STORIES: 3 HEIGHT: 27 ft per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/31/15 PLAN REVIEWER: Ray Fuller 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 15-4618 01/11/16 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? The note "Not For Construction" must be removed before final sets can be send back to the City. Type of construction on cover sheet should be V-B (per current codes -VN is UBC). Cover sheet to note sq footages of decks (395?), covered entry 60 and trellis 30. Energy calculations do not match the plans. Energy is reflecting address to be 299 instead of 171 and the sq footage is noted to be 2819 and cover sheet/permit application state 2913. Please clarify. Cross sections and keynotes are reflecting R-1 3 for floor and energy requires R-19? The calculations are using 40,000 BTU FAU to heat a 2913 sq ft house. Please verify their sizing is adequate to heat this dwelling and revise any changes to gas line isometrics on D.4. 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? In the garage, provide a'n 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 15-4618 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 2-13 on A2-2.1 as within 5 ft of tub and 2-15 4020 with 6'8" header height,2-27 within 2 ft of door 2-27 on A2-2.2 for example? 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 2-7, 2-10 and 2-26 , with 5 high SH's and 6'8" header height. Recheck all locations. Any changes cannot adversely affect egress requirements. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness of the glass railing. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 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. Could not locate required smoke detector/carbon monoxide alarm for 1st 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 bedrooms 1, 2 and master bedroom on A2-2.5 for example. Recheck all locations. Include a receptacle outlet in any hallways 10 feet or more in length. CEC Article 210.52(H) Could not locate where floor plan notes and/or A2-0.3 noted sone levels for exhaust fans. Appears using bath exhaust fans as whole house ventilation and would need to note 1 sone or less. Carlsbad 15-4618 01/11/16 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 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: hftp://www.water.ca.gov/wateruseefficiencV/docs/MWELO TbContent Law. pdf For the local landscape ordinance check with City/County Planning Department. CCC 4.304.1. Keynote 78 on cross sections states 1/2 "T &G for floor diaphragm. Specify on the plans the following information for the skylights, per Section R106.1.1: Manufacturer's name. ICC approval number, or equal. Verify energy calculations address any new fenestration. If tempered glass then please review Section R308.6.3 concerning screens required for skylights and either provide or show how meets exceptions. 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). Carlsbad 15-4618 01/11/16 Please reference applicable Manufacturer panel details to appropriate locations on the plans! Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. Some examples are listed below Please recheck all details to verify that they are complete and/or correct. See for example missing strap designator on line 2.2 on S2 floor framing plans and could not determine how 9/SD2.1 applies as referenced at the same location? Could not locate detail 8A/SD3.0 as referenced to line 2.1 on 3rd floor framing on S2? Could not determine how detail 5/5D2.1 applies as referenced to2.2 on SI would apply as no trusses for example. Could not determine how detail 7/SD2.1 would apply as referenced to line 2G on 2nd floor framing plan on Si? Could not determine what 10 minimum is as referenced to slope of garage slab on Si and to be consistent should note detail 2 on line 2.4 to be SDi .0? No post to beam connection specified for 4xs 12 to 4 x4 posts at covered entry on Si. Various calculations are stating to see ENERCALC and could not locate. See beam 2 for example. Recheck all locations. Should provide details for support of ridge by PSL along line 2.2 on S2 i.e. post connections and a calculation for PSL supporting point load? Plans should reflect size of LSL rim specifying at right of line 2D on 5 3rd floor framing plan (1310). Leader arrow for 8 ft shear panel is point to wrong place for roof framing plan on S2. Please check beams supporting hold downs for hold down forces with over- strength using appropriate load combinations. See rim joist on line 2A on Si for example. a) The maximum seismic load effect, Em, should be computed in accordance with the following equation set forth in ASCE7-05, Section 12.4.3 to be used in the special seismic load combinations of Section 12.4.3.2 Em = OoQE + 0.2S0sD Carlsbad 15-4618 01/11/16 1 Missing shear type and length (8 1/2 "type 4) for line 2D at 2nd floor framing plan on Si ? Missing strap call out for line 2.2 on S2 and plans should reflect length of straps and assume all nail holes to be filled U.O.N.? Please verify that all hold down locations reflect an appropriate detail i.e. from floor to floor, floor to beams, floor to rim joist where applicable. Verify overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. Please show how for example how resisting members i.e. post, beams, rim joist /joist are capable of resisting uplift forces. No hold down /spread footing shown at right of line 2D at stairwell on Si where MSTC49 occurs? In addition the hold down should be MSTA49 instead as MSTC's are either 40 or 52? . CITY of CARLSBAD REQUIREMENTS When special inspection is required, the designer shall complete the city's "Special Inspection Agreement". 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 opy) 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. Carlsbad 15-4618 01/11/16 (DO NOT PAY - THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-4618 PREPARED BY: Ray Fuller DATE: 01/11/16 BUILDING ADDRESS: 171 Chinquapin Ave. BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Dwelling 2913 1 139.52 406,422 Garage 456 1/ 36.40 16,598 Decks 395 1 19.71 7,785 Cover Entry 60 1 16.68 1,001 Air Conditioning Fire Sprinklers 3369 3.94 TOTAL VALUE . 445,080 Jurisdiction Code 1cb I By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance 71 I $1,854.361 I $1,205.331 Type of Review: M Complete Review El Other D Repetitive Fee Repeats f-1 Hourly EsGil Fee Structural Only Hr. © * I $1,038.441 Comments In addition to the above fee, 'pan Ld _Oitional fee of $86 due (1 hour $86/hr ) for the CaiGreen review Sheet 1 of 1 macvalue.doc + PLAN CHECK Community &Economic ity of Development Department REVIEW Cir" 1635 Faraday Avenue. lsbad TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE 08/05/2016 PROJECT NAME CARLSBAD LAGOON CUSTOM HOMES PROJECT ID CB154618 PLAN CHECK NO: 3 SET#: 3 ADDRESS: 171 CHINQUAPIN AVE APN: 2060700202 VALUATION SCOPE OF WORK 3 STORY DETACHED SFD 2913SF 456 SF GARAGE >< This plan check review IS complete and has been APPROVED by LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & inspection Division is required Yes FX No LII F-1 This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmitamended 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 ------- v~4 Ilk - r- —- ---------------- LAND DEVELOPMENT 760-602 2750 o_ Chris Sexton : - - Chris Glassen -, ET Greg Ryan 760-602-4624 - 760-602-2784 - 760-602-4663 Chris.Sexton@carisbadca.gov - - Christopher.Giassen@carisbadca.gov Greg'ory.Ryan@carisb6dca.gov - -Gina Rüiz - - .- - Linda Ontiveros - Eli CindyWong - -- 760-602-4675 - - - - - - 760-602-2773 - 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carisbadca.gov - - Cynthia.Wong@carlsbadca.gov - - - VaiRay Nelson - Dominic Fieri - - - - -. - 760-602-2741 - 760-602-4664 -- - VaiRay.Marshaii@carisbadca.gov - Dominic.Fieri@carisbadca.gov c\WI - r— - - Rernarks:APPROVALcONTINGENTVPONStIpsHEETING- SIGNED APPROVED GRADIN~G CARLSBAD LAGOONCUSTOM HOMES PLAN CHECK NO # 3 Outstanding issues are marked with Ful . Items that conform to permit requirements are marked with ELI or have intentionally been left blank. 1. SITE PLAN SLIP SHEET Providéa fully dimensioned site plan drawn to scale. Show: SIGNED LIII LII] North arrow [III .LII] Driveway widths APPROVED LIII] LI Existing & proposed structures IJ LII] Existing or proposed sewer lateral GRADING LIII ::i Existing street improvements [III] LII] Existing or proposed water service PLANS INTO LIII] [1111 Property lines (show all dimensions) LXI] LII Submit on signed approved plans: BUILDING SET LI LIII] Easements DWG No. DWG 490-5A LIII ::i Right-of-way width & adjacent streets : Show on site plan: LII] Drainage patterns and proposed site elevations. Show all high points: DWG 490-5A • LII Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. LII =ADD THE FOLLOWING NOTE:"Finish-grade will provide minimum positive drainage of 2% to swale 5' away from building". LIII] =Existing & proposed slopes and topography LIII =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. LIIIIII 1111111 Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: ElI] [ZI] Site address . LIII Assessor's parcel number LIIJ Legal description/lot number EIII LII] 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. . . . . LII] LII 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 T REV 6/01/12 CARLSBAD LAGOON CUSTOM HOM6 PLAN CHECK NO# 3 PM 15-02 DISCRETIONARY APPROVAL COMPLIANCE EIIXI Project does not comply with the following engineering conditions of approval for project no.: DEDICATION REQUIREMENTS LXI LXI Dedication for, all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24.000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. XXJ Dedication required as follows: .4. IMPROVEMENT REQUIREMENTS LXI All needed public improvements upon and adjacent to the building site must be constructed ON GRADING at time of building construction whenever the value of the construction exceeds PLAN $120,000.00 'pursuant to Carlsbad Municipal Code Section 18.40.040. ' LIII LXI Public improvements required as follows: LXI EEl 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. CXXI LXI Future public improvements' required as follows: E-36 , • Page 3 of 6 • REV6/01/12 CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO # 3 !1 G R-16-13 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.1.6 ofthe Municipal Code. Elli =Inadequate information available on site plan to make a determination on grading 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" ' ETJ 121 Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. EJ EZJ 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 counter with a release for the building permit. EJ ETJNo'grading permit required. LIII LIII Minor Grading Permit required. See additional comments for project- specific requirements. MISCELLANEOUS PERMITS LIII LIIJRIGHT-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 inté public storm drain, sewer and water utilities. LII LII Right-of-way permit required for: *FOR ANY WORK,'EQUIPMENT, OR MATERIALS WITHIN THE RIGHT OF WAY* E-36 Page 4 of 6 " REV 6/01/12 CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO #3 5W15-443 7. STORM WATER Construction Compliance LJ Elil Project Threat Assessment Form complete. LIJ LJ Enclosed Project Threat Assessment Form incomplete. RequiresTier 1 Storm Water Pollution PreventiOn Plan (E-29). Please complete attached form and return (SW ) 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 Storm Water Standards Questionnaire. EII J Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. E1 EIJ Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). EJ Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ElJ Rainwater harvesting (rain barrels or cistern) U Vegetated Roof U Bio-retentions cell/rain garden LIJ Pervious pavement/payers i LII Flow-through planter/vegetated or rock drip line UI Vegetated swales or rock infiltration swales U Downspouts disconnect and discharge over landscape U Other: 'I E-36 0 Page 5 of 6. REV 6/01/12 Drainage fee applicable Added square feet Added square footage in last two years? LI yes. Fj no Permit No. Permit No. Project built after 1980 • yes t1no' Impervious surface > 50% ' []yes no Impact unconstructed facility • Jyes F-1 no Fire sprinklers required Flyes Ljno (is addition over 150' from center line) Upgrade ayes Elno No fees required El E CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO #3 8.' WATER METER REVIEW Domestic (potable) Use NEED TO FRI EJ What size meter is required? . DETERMINE El fl. Where a residential unit, is required to have an automatic fire extinguishing system, the minimum' meter size shall be a 1 meter. EXISTING NOTE: the connection fee, SDCWA system capacity charge and the METER SIZE water treatment capacity charge will be based on the size of the meter AND CREDITS necessary to meet the water use requirements. EJ jJ , 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 3h". 9. FEES LJEl Required fees have been entered in building permit. 10. ADDITIONAL COMMENTS RESOLUTION 7120 CALLING EXISTING UNITS RESIDENTIALSO TRAFFIC ANDSEWER IMPACTS ARE A WASH. 3 RESIDENTIAL UNITS DEMO TO BUILD .3 RESIDENTIALS UNITS II Attachments: El Engineering Application El Storm Water Form El Right-of-WayApplication/info. El Reference Documents E-36 - Page 6 of 6 ' REV 6/01/12 Fee Calculation Worksheet sss ENGINEERING DIVISION Prepared by: VALRAY NELSON Date: 01/1312016 GEO DATA: LFMZ: I B&T: Address: 171 CHINQUAPIN AVE Bldg. Permit#: CB154618 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 S 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: DYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) LINO 1. PARK-IN-LIEU FEE:I}NW QUADRANT LINE QUADRANT [JSE QUADRANT [3W QUADRANT ADT'S/UNITS: X FEE/ADT: $ 7649 23RAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: . =$. CR FOR EXISTING BRIDGE & THOROUGHFARE FEE: LI DIST. #1 flDIST.#2 LJDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/APT: $ N/A FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FT./UNIT: 0 SEWER FEE . EDU's S X FEE/EDUH $ CRFOREXISTING BENEFIT AREA: EDU's X FEEiEDU: $ 0 DRAINAGE FEES: PLDA: [3JHIGH LI MEDIUM LJLOW ACRES: X FEE/AC: S 4 PAID PM 15-02 POTABLE WATER FEES: S UNITS. CODE CONN. FEE METER FEE SDCWA FEE TOTAL I FSI 3934 . 356 4963 • 9253 ***This may not reprsent a comprehensive list of fees due for this project. S Please contact the Building division at (760) 60-7I9 for a complete listing of fees*** CITY OFC RECEIVED GRADING INSPECTION CHECKLIST CITY OF CARLSBAD FOR PARTIAL SITE RELEASE AUG -32027 PROJECT INSPECTOR: DATE:______________ CM&IIVISION PROJECT ID ,vv' c 0-Z,. GRADING PERMITNO. t4'OOt LOTS REQUESTED FOR RELEASE: S N/A= NOT APPLICABLE . . =COMPLETE . . 0 =Incomplete or unacceptable . 1st 2nd. . . . I,4., -s1r41••J I lIS . .JIL LJ I IJtact quatecanU IUyIL1Iy J UUJeU. Site erosion control measures adequate including basins and lined ditches installed. Overall site adequate for health, safety and welfare of public. 4 Letter from Owner/Dev. requesting-partial release of specific lots, pads or bldg. . S 8%" x 11" siteplan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. EOW certification of work done with finish pad elevations of èpeäific lots to be released. . . . : Geologic engineer's letter if unusual geologic or subsurface conditions . • exist. Fully functional fire hydrants within 350 feet of building combustibles - . . and an all weather roads access to site is required. rfr 10.. Retaining walls installed..- . . . 11. . Adequate progress on installation of slope irrigation and landscape. VLfA Minimum 20' wide all weather road. . _.12. 13. Sewer installed and available for use. Partial release of grading for the above stated lots is approved for the purpose of building R4 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 /unlicli~pWMZIProjects Manager. Partial Site Rel Checklit —UPDATED 11/2015 Date LI PLANNING DIVISION Development BUILDING PLAN CHECK anning Division Services CITY OF REVIEW CHECKLIST '' 1635 Faraday Avenue CARLSBAD , (760)602-4610 - - - - wwwcrIsbdcov DATE Januz y1121.6..OJET NAME* Carlsbad Lagoon Beach Homes PROJECT ID PUD IS- 04/SDP 15-03/MS 15-02 CB154Gi6 PLAN CHECK NO I SET# I ADDRESS Lot 2/House 2/171 Chinquapun Avenue - . .-•••• T - This plan check review is complete and has been APPROVED by the Planning Division. T •'-: -; - 4 1 , By Greg Fisher I - A Final Inspection by the Planning Division is required Z Yes J 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 the attached checklist Please resubmit amended plans as required Plan Check Comments have been sent to ( For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ---p ENGlNERlNG1 ' ----- .----..---_ -FlREPREVENTlON 4- - .,- 760 602 4610 ------ -- 76O _002-2750'j -' 760-602-4665 4 -- - - - - 'Chris Sexton - Chris Glassen, .•' - Greg Ryan 760-602-4624 - - 760-602-2784 . 760-602-4663 Chris.sexton@carlsbadca.gov Christopher.Glassen@carisbadca.gov Gregory.Ryan@carisbadca.gov Gina Ruiz Li ValRay Marshall Cindy Wong 760-602-4675 .' .. 760-602-2741 ' 760-602-4662 Gina.Ruiz@carlsbadca.gov • - -- .ValRày.Marshaii@carlsbadca.gov - Cynthia.Wong@carlsbadca.gov Greg Fisher - - •' Li. Linda Ontiveros - - Dominic Fieri 760-602-4629 760-602-2773 - 760-602-4664 - Linda.Ontiveros@carisbadca.gov - Dominic.Fieri@carisbadca.gov Remarks: Project conforms to PUD 15-04/SDP 15-03/MS 15-02 Plan Check No. CB 15-4618 Address Lot 2/House 2/171 Chinquapin Avenue Date 11~///2 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 #: 123 LIE Legend: Z Item Complete LII Item Incomplete - Needs your action Environmental Review Required: YES LI NO Z 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 Discretionary Action Required: YES Z NO fl 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 Approval: Resolution7120 - See page 2. Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO D CA Coastal Commission Authority? YES NO 0 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 N 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 Z 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 Y/N, Enter Fee, UPDATE!) LI Housing Tracking Form (form P.20) completed: YES LI NO Z N/A LI P-28 Page 2 of 4 07/11 a Site Plan: El El 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 [I] LI 1. Applicability: YES N NO [I] El LI 2. Project complies: YES N NOD Zoning: LI LI 1. Setbacks: Front: Required 10 feet to residential structure Shown ?.iQ Garage: 20 feet req.; 20 feet shown Interior Side: Required N/A Shown N/A *No interior lot lines for Home 2 (10 foot separation between units (homes I and 3) Rear: Required 10 feet Shown 10.4 feet / El El 2. Accessory structure setbacks: N/A - NONE PROPOSED Z El El 3. Lot Coverage: Required/Allowed 60% MAX Shown 50% (PROJECT) Height: Required 30' MAX Shown 299 No Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments: 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 o4thtin 11 - COUP (test soil material for suitability with sand replenishment program). - Return Notice of Restriction. This document will be prepared by the planner and mailed to applicant. 4) Conditions 13 & 14 - Apply for formal landscape approval. Application and fees are required. P-28 Page 3 of 4 07/11 >5) ndit* --a iiit draft copy of CC&R's. p1"on ition 25 - Submit mechanical ventilation plan prior to issuance of building permit. e"to the specific conditions contained within Resolution No. 7120 for further information. e copy of the approved Coastal Permit issued by the California Coastal Commission. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT DATE 9% 4 P-28 Page 4 of 4 07/11 STRUCTURAL CALCULATIONS bJECT: STRUCT AL N ERS,LLP DESIGN ASSUMPTIONS CONCRETE STRENGTH ATTWENTYEIGHT DAYS. PSI MASONRY GRADE N" CONCRETE BLOCK F" M PSI MORTAR TYPE S 1,800 PSI VQQ GROUT 2000 PSI REINFORCING STEEL A-615 GRADE4 0 #4 AND LESS (U.0' N) GRADE 60: #5 AND LARGER * STRUCTURAL STEEL: A36 LUMBER DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 . . STUDS STUD OR BETTER SE)SM IC FORCE:GS REPORT By: WIND FORCE ( b \ REPORT NO 4 10 ( 23 SOIL PRESSURE DESIGN LOADS ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD - ... . . . - SLOPING EXT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD 4 EXTERIOR 16 PSF JOISTS . JOISTS INSUL. & CLG. INSUL &CLG. . . . t misc. -. . .. -MISC. . f TOTAL TOTAL = - TOTAL ROOF LIVE LOAD FLOOR LIVE LOAD -. - . - SLOPING= .'. . INTERIOR .40 PSF. . . FLAT = BALCONY EXIT WALKWAY 100 PSF These calculations are limited only to the items incl u d e d h e r e i n , s e l e c t e d b y t h e c l i e n t a n d d o n o t i m p l y a p p r o v a l o f a n other portion of the structure by this office. Thes e c a l c u l a t i o n s a r e n o t v a l i d i f a l t e r e d i n a n y w a y , o r n o t a c c o m p a n i e d b y a wet stamp and signature of the Engineer of Record Job No. J Designed B - .• :- Date ] L- Sn Diego - 14288 Danielson Street; SUItO 8200, Poway, CA 92064, (658) 679-8989, Fes (998) 679-8999 Los Vegas 4702) 505 9225 Bay Area (510) 759-93'99 Los Angeles (424) 703 5485 OKM 39 2- iOUSE2 ROOF FRAMING PLAN 8CAI.E J'.Ø HOUSE2 2ND FLOOR FRAMING PLAN ec4E :• 2 c; L( tk 2 L y CvS, - 5 • • • • • • .••. ••. •• •. ..•• ••,•••• •• @ a • 5 • •• 000 -Y 4 4YJ f2) 2% S 0. • •• .•' ••. 4 • • •• • j22 .• ..•• .••• • • Fb - Tension Fb-Compr Fc - Prll Fe - Pep Fv Ft 2.900.0 psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E: Modulus of Elastki4' Ebend- xx 2,000.0 ksi Eminbend-xx 1,016.54ks1 Density 32.2l0pcf Project Title: Engineer Project Dew. Project ID: 14288 Danielson Street Suite 200 Poway.CA 92064 Wood Beam Description: Ridge Beam 1 CODE REFERENCES Calculations per f'408 2012. IBC 2012, CBC 2013. ASCE 7-10 Load Combination Set: ASCE 7-10 Maternal Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : iLeveJ Truss Joist Wood Grade : Parallam PSL 2.0E Beam Bracing : Completely Uribraced I19 94,A9' 1:15 = 4C. l9532Ol6 Bift6.15.119, Ve5.15i23 0l0.1170tLr(0.130 5.25x11.25 Span = 24.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=01)180, Lr = 0.020 ksf, Tributary Width =6.50-ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.5741 Maximum Shear Stress Ratio Section used for this span 5.25x1 1.25 Section used for this span lb : Actual 2.030.14 psi lv: Actual FB :Allowable 3,533.76psi Fv:Aljowable Load Combination +()+Ij Load Combination Location of maximum on span 12.00011 Location of maximum on span Span # where maximum occurs Span #1 Span 4 where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.783 in Ratio = 367 Max Upward Transient Deflection 0.000 in Ratio = 0 <so Max Downward Total Deflection 1.568 in Ratio = 183 Max Upward Total Deflection 0.000 in Ratio = 0 <180 0.203:1 5.25x11.25 = 73.51 psi 362.50 psi +D+Lr = 0.000 it Span 4 1 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Support 1 Overall MAXimum 3.123 Overall MINimum 0.938 O Only 1,563 +9+L 1.563 +D+Lr 3.123 +D+S 1.563 +D+0,750Us0J50L 2.133 Max. '- Dell Location in Span Load Combination 1.5683 12.088 Support notation: Far left is #1 Support 2 3.123 0.938 1.563 1.563 3.123 1.563 2133 Max.#'0efl Location lnSpan 0.0000 0.000 Values in KIPS Project Title: Engineer; Project Descr 14288 Danietson Street Suite 200 Poway, CA 92064 No Wood Beam LTA Project ID: ?5J 2th iA'v. Description: Ridge Beam 2 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 - Tension 2,900.0 psi E: Modulus of Elestjci' Load Combination ASCE 7-10 Fb-Compr 2,900.0psl Ebend.xx 2,000.0ksi Fc-Pill 2,900.0 psi Eminbend.oc 1,016.54ks1 Wood Species : ILevel Truss Joist Fc - Perp 750.0 psi Wood Grads : Parajiam PSI 2.0E Fv 290.0 psi Ft 2,025.0psi Density 32.210pcf Beam Bracing Completely Unbraced 010.1575) lrj0.1 ?5) I, L0.117U40.13 V V V • o 52k1125 Span = 21.50 II Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0180, Lr = 0.020 ksf. Extent = 0.0 —>> 15.50 ft. Tributary Width = 6.50 It Uniform Load: D0.0180, Lrz0.020ksf. Extent 15.50.>>21.50ft, Trbary Width =8.75011 DESIGN SUMMARY Maximum Bending Stress Ratio 0.48a 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.25 Section used for this span lb : Actual 1,713.65ps1 lv: Actual FB : Allowable 3,546.74 psi Fv : Allowable Load Combination +D4lj Load Combination Location of maximum on span 11.06411 Location of maximum on span Span 4 where maximum occurs Span #1 Span 4 where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.536 in Ratio = 481 Max Upward Transient Deflection 0.000 in Ratio = a <30 Max Downward Total Deflection 1.069 in Ratio = 241 Max Upward Total Deflection 0.000 in Ratio = 0 c180 5.25x11.25 74.67 psi 382.50 psi +DLr 20.637 ft = Span #1 Overall Maximum Defections Load Combination Span Max. "Dell +D+Lr 1 1.0688 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 2.869 3.239 Overall Mltlimum 0.850 0.965 D0nty 1.434 1.609 D+L 1.434 1.609 2.869 3239 1.434 1.609 Location in Span Load Combination 10.828 Support notation: Far left is 01 Max. +' Deft Location in Span 0.0000 0.000 Values inKIPS Prcect Title: Eng ineer: Project ID: PPrect Desa 14288 Danielson Street Suite 200 Powy, CA 9204 W - 00 ea eEaC&C.inC.1s63-so1etd.15,12.L5.l512s Romm- Description: 81 CODE-REFERENCES Calculations per NDS 2012. 18C 2012, CSC 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 ofElaslkity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0ks1 Fc - PsII . 2,900.Opsi Eminbend- xx 1.016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE F' 290.0 psi Ft 2,025.0 psi Density 32.210pd Beam Bracing : Completely Unbcaced 0(1.432) Lt(1.43) 010.0405) Lr{O.0451 3.5x9.5 Span 14.0 ft Applied Loads * Service Ioaos entered. Load Factors wilt be applied for calculations. Beam self weight calculated and added to loads Uniform Load: 0=0.0180, Lr=0.020ksf. TributaryWidth=2250ft Point Load: 01.432, Lr1.430k@6250ft DESIGN SUMMARY Maximum Sending Stress Ratio 0.785 1 Maximum Shear Stress Ratio u Section used for this span 3.5x9.5 Section used for this span 35x9.5 fb:Actual 2,763.90psi fv:Actual 97.61 psi FB : Allowable = 3,519.04psi Fv : Allowable 36250 psi Load Combination +D+j Load Combination fD+Lr Location of maximum on span 6.234f1 Location of maximum on span : 0.000 ft Span # wtiere maximum occurs Span #1 Span # w1ere maximum occurs = Span ti I Maximum Deflection Max Downward Transient Deflection 0.358 In Ratio = 469 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.721 in Ratio = 232 - Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Defections Load Combination Span Max. -' Del Locaioni Span Load Combination Ma +0e1 Location in Span 0+Lr 1 07213 6.847 0.0000 0.000 Vertical Reactions Support notation: Far tell is 1 Values in RIPS Load Combination Support I Support 2 Overall MAXimum 2.235 1.928 Overall MiNimum 0.877 0.585 D Only 1.128 0.975 .0+1 1.128 0.975 .0Lr 2.238 1.928 1.128 0.975 +0+0.750Lr+0.750L 1.958 1.690 r• -'- Fb - Tension 2,900.0 psi Pb-Compr 2,900.0ps1 Fc - PrU 2,900.Qpsi Fc-Perp 750.0ps1 Fv 290.0ps1 Ft 2,025.0 psi E: Moduiva of Bastirity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54ksl Density 32.210pcf II 14288 Danielson Street Suite 200 Poway, CA 92064 Wood Beam Desciipiion 82 CODE REFERENCES Calculations per NOS 2012, 1SC 2012, CRC 2013, ASCE 7 - 1 0 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.OE Beam Bracing : Completely Unbraced Preject rnle: Engineer: Project Descr Project ID: Pra !.i J File ENERcALC. INC. t983.1S. 8u8.15.lZ9.Ve13.lS.tZ5 0(O.1O35 Lr1O.115) V V V Span= 13.0 It Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0180, Lr = 0.020 ksl, Tributary Width = 5,750 it DESIGN SUMMARY Service loads entered, Load Factors will be applied foy calcUl5tion s . Maximum Bending Stress Ratio 0.30ft I Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span lb Actual 1,087. 93ps1 Iv : Actual FS: Allowable 3,529.93 psi Fv : Allowable Load Combination +D+Lr Load Combination Location of maximum on span 6.5001t 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 = 1049 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 - Max Downward Total Deflection 0.292 in Ratio = 534 Max Upward Total Deflection 0.000 in Ratio = 0<180 0.15 1 3.5x9.5 58.51 psi 362.50 psi 12.241f1 Span 9 I Overall Maximum Deflections Lead Combination Span +0+Lr Vertical Reactions Load Combination Support I Overall MAXimum 1.469 Overall MINimum 0.433 DOnly 0.721 +fl+L 0.121 40+Lr 1.469 'D+S 0.721 +0+3.750L40.7501 1,282 +0.OJ50Lt0.750S 0.721 Max. Dell Location in Span Load Combination 0.2920 6.541 Supped notation: Far teftis #1 Support 2 1:469 0.433 0.721 0.721 1.469 0.721 1.282 0.721 Max. 4'Dell Location in Span 0.0000 0.000 Values in lOPS Pr~ect Title: Engineer: Pe Descn 14288 Danielson reet Danielson Street Suite 2 Pqy. 920M Wood Beam FiSrw40 Project ID: In JAN ?)lli 1 4PM td8i5.12.9, 5.15.12.9 Description: 84 CODE REFERENCES Calculations per WDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,900.0ps1 E:ModukisoasUcity Load Combination ASCE 7-10 Fb- Compr 2.900.0 psi bend- xx 2,000.0ks} Fc- Prll 2,900.0psi Eminbend - xx 1,016.54ksi Wood Species : !Level Truss Joist Fc - Perp 750.0 psi Wood Grade : ParaHam PSI 2.OE Fv 290.0 psi Ft 2,025.Opsi Density 32.2lopcf Beam Bracing: Completely Unbraced DtO.223 L(0,24) OtO.22(O_ D{1 148) 1)(0.06 U0.08) - V V V *L V V * * 4 3.5x9.25 3.5x9.25 Span 11.0 11 Span = 4.0 It Applied Loads Service toads entered. Load Factors will be applied for calculations Beam sell weight calculated and added to toads Load for Span Number Uniform Load: 0 = 0.0140, L = 0.040 ksf, Extent = 0.0—>> 8.50 ft. Tributary Width = 2.011 Point Load: 0:0.8740k t 8.50 ft Uniform Load: 0:0.220, L:0.240 kilt, Extent =8.50—>> 11.0ff. Tributary Width: 1.011 Load for Span Number 2 Uniform Load: D = 0.220. L:0.I60, Tributary Width: 1.0 ft Point Load: 01.148k@4.011 DESIGN SUMMARY Maximum Bending Stress Ratio 0.6471 1 Maximum Shear Stress Ratio Section used for this span . 3.5x9.25 Section used for this span lb : Actual 1.848.86ps1 fv : Actual FS : Allowable 2,856.51 psi . Fv : Allowable Load Combination +D+L LL Comb Run ru) Load Combination Location of maximum on span 11.000 ft Location of maximum on span Span # where maximum occurs Span Ill Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio = 1074 Max Upward Transient Deflection . 4088 in Ratio = 1090 Max Downward Total Deflection 0.422 in Ratio: 226 Max Upward Total Deflection -0.125 in Ratio ~ 1057 Overall Maximum Deftections Load Combination Span Max'-* Oaf) Location in Span Load Combination 1 00000 0.000 +0+1, LI. Comb Run ('1) +D+L.LL Comb Run (*L) 2 0.4223 4.000 Vertical Reactions Support notation: Far lefts Pt Load Combination Support I Support 2 Support 3 Dyers)) MA)(inium 0.485 5486 0.390:1 3.54.25 113.22 psi 290.00 psi s0#1, IL Comb Run (LL) 10.263 ft Span 4 1 Max. '+' Dell Location in Span -0.1249 6.698 0.0000 6.698 Values in KIPS Pb -Tension 2.9000 psi Pb - Cornpr 2,900.0 psi Pc - Pill 2,900.0 psi Fc - Perp 760.0 psi FY 290.0 psi Ft 2,025.0 psI E: Moduhis of Elaslidly Ebend- xx 2,000.0 ksl Erninbend-xx 1,016.54kj Density 32.210pcf Project Tide: Engineer; Project ID: Project Descr: 14288 Danielson Street Suite 200 Poway, CA .92064 Wood Beam Description: 65 CODE REFERENCES Calculations per NOS 2012, IBC 2012. CBC 2013. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Malysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : ILevel Truss Joist Wood Grade : Parallam PSL 2.OE Beam Bracing : Completely Unbraced ~iiW2ii 42't EftCALC. INC. 15.2OlS. d&15.t2.5. Vor$.l5.l2 V V V 13(0,221140.241 V a, 6.2511.8Th Span = 22.0 It 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 = 0.220, 1= 0.240 k/ft. Extent = 0.0 —s> 8.0 ft. Tributary Width = 1.0 ft Uniform Load: 0=0.0140. L=0.040ksL Extent 8.O—>>22.Oft. Tributary Width =1.330ft Point Load : 02$48k8.0ft Point Load: E0.3988k@8.oft DESIGN SUMMARY - Maximum Bending Stress Ratio 0.89a 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span lb : Actual 2,543.30psi tv : Actual PB : Allowable 2.848.49 psi Fv : Allowable Load Combination +D+1 Load Combination locallonat maximum onspan 8.029ft Locationof maximum onspan Span Il where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.390 in Ratio = 677 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.352 in Ratio = 195 Max Upward Total Deflection 0.000 in Ratio = 0 '180 0.391 :1 5.2501.875 113.39 psi = 290.00 psi +0+1 0.000ft = Span#I Overall Maximum Defections Load Combination Span +DL 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 5.169 Overall MiNtaum 0.254 0Only 3.361 +0+1 . 5.169 Max. -'Dell Location in Span Load Combination 1.3517 10.277 Support notation; Far left is Pt Support 2 2.471 0.145 1.614 2.471 Max. +' Dell Location in Span 0.0000 0.000 Values in KIPS Zr ft.t, L -: 'Q SPA V N1 1L,4 t\ c9Lk ta-RLS \S5 N h- L' Av. L- 2' ./•• S L5 to 2 //J A . H194 L2'' :2 'J 2~' 16 Lz ti' c2 /L a )c; J, 34 L& 2. •. .. V Ay- L13;S;. i 64(" z:cois-c • •• • : . oL L (4'. .. . . • ••. . • • &4JU . : •. •.. .• O. •. CVkC\f) 2 .4 ' & zb . . •pl S - tcc- 3L p:t (\4)C2) -t 4 C e = e P2 •t 4 Q rP'- L : /L C)Aj 3bOp 42 'A '5° (? P3LS't4kt(1 -s- • St - (; ? Qo lL /&) 3c4ç v 2Ø 1it•; q2.I' • • Co C\z21. [AWAIXAL~-fZ 1 fr) LS 3AX R/ OLA. V oS5 ° PSLI2kdj 1Jf Lk 24 ( - (. (Z' - St1SMC.. t IA-11 P. 10 3) i c s Preject Title: En9irieer, Project ID: ProiectDascr 14288 Dardelsan Street Suite 200 Poway,CA92064 Pta 5OL-1t2011rt5-951 Ct Wood earn ERC.erIwl5,Li5.tZ9.Ver6.15i2.g CODE REFERENCES Calculations per NOS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E: Modulus of Elasllcily Load Combination ASCE 7-10 Pb * Compr 2900 psi Ebend- xx 2000 kel Pc -Pill 2900 psi Eminbend - xx 1016.535ksi Wood Species iLevel Truss Joist Fc Pem 750 psi Wood Grade : Parallam PSL 2.OE Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 0(0 _134) 1(0.04) Dlfl.028,Iti0.08} 010.729) 'V y 3.501.25 Span = 22.0 ft Applied Loads Service loads entered. load Factors will be applied for calculations, Beam sell weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 =0.0280, L = 0,080Mi. Extent 0.0—>' 12.011, Tributary Width = 1.0 ft Uniform Load: 00.1340. L0.040k111.Extent = 12.0—>>22.Ofl. Tributary Width = 1.09 Point Load: 0=0.7290k@12.oft DESIGN SUMMARY Maximum Rending Stress Ratio 0.7181 Maximum Shear Stress Ratio 0.267: 1 Section used for this span 3.501.25 Section used for this span 3.6x11.25 lb : Actual 2.075.86psi lv: Actual 77.37 psi FR : Allowable 2,900.00ps1 Fv Allowable 290.00 psi Load Combination . +D+t. Load Combination +D+L Location of maximum anspan 11.9649 Location ol maximum onspan 21.1179. Span # where maximum occurs Span #1 Span # where maximum occurs ' Span #1 Maximum Deflection Max Downward Transient Deflection 0.402 in Ratio = 656 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.260 in Ratio = 209 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. Oat Location in Span Load Combination . Max. '+ Den Location in Span +0+1 1 1.2605 11.241 0.0000 0.000 Vertical Reactions Support notation Far left is 41 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.766 2.193 Overall MINimurn 0.586 0.571 O Only 0.977 1.622 .0+1 1.766 2.193 +D+Lr 0,977 1.822 r - Project Title: En9lnaer: Project ID: Project Descr: 14268 Danielson Street Suite 200 Pony, A92Q64 e FAD Wood Beam ENERMC, WC. 1%3-2DIfL St Descrtption: 87.1 CODE REFERENCES Calculations per NDS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-02 Material Properties Anelysis Metld: Allowable Stress Design Fb - Tension 2,325.0 psi E Modulus of Elasticity Load Combination ASCE 7-02 Fb - Cornpr 2,325.0 psi Ebend- xx 1,550.0ksl Pill 2,50.0 Eminbend -xx 787.82 kel Wood Species : iLevel Truss Joist : Wood Grade :limberStrand LSL 1.55E Fv 310:0 psi Ft 1,070.0psi Density 32.210pc1 Beam Bracing : Completely Unbraced 0t2.3(0,729) 02) 0(0.028) LID 114) 3.511.25 3.5x11.25 Dpan9.Oft Spa5.0Ii 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=01)140, 1 = 0.020 ksf, Extent 0.0 —>> 9.0 ft. Tributary Width= 2.0 ft Load for Span Number 2 Uniform Load: D :0.1740 k/fl; Extent :0.0 ,) 5.0 It, Tributary Width = 1.0 ft Point Load: D:2.50k@0.50ft Point Load: D = 0.7290 k @ 1.0 ft Point Load : D:0.8202k@5.0f1 DESIGN SUMMARY Maximum Bending Stress Ratio 0.6521. Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span lb :Actua% 1,359.660s1 Iv :Actual FS.- Allowable 2.083.98ps1 Fv : Allowable Load Combination D Only Load Combination Location of maximum on span 9.000ft Location of maximum on span Span # where maximum occurs Span it I Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 11668 Max Upward Transient Deflection -0.016 in Ratio = 7358 Max Downward Total Deflection 0.460 in Ratio = 260 Max Upward Total Deflection -0.109 in Ratio = 988 0.313.1 3.5x11.25 87.42 psi 279.00 psi D Only 9.000ft Span #1 Overall Maximum Deflections Load Combination Span Max. - DeS Locaon in Span Load Combination 1 0.0000 0.000 DOy 0 Only 2 0.4600 5.000 Vertical Reactions Support notation . Far left is #1 Load Combination Support I Support 2 Support 3 Overall MAXimum -0.164 6.238 Max +0e9 Location in Span -0.1093 5.279 0.0000 5.219 Values in KIPS Pb - Tension 2.9013.0 psi Fb-Compr 2900.Opsl Pc - Pill 2.900.0psi Fc-Perp 750.00 Fv 290.0 psi Ft 2.1325.0 psi E Modulus of Elasticity Ebend-xx 2,000.0ks1 Eniinbend - xx 1,016.54ksi Density 32.210pcf 14288 Danielson Street Suite 200 Poway, CA 92064 Wood Beam Description: 138 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 Load Combination ASCE 7-10 Wood Species : ilevel Truss Joist Wood Grade : Paraliam PSI 2.OE Beam Bracing : Completely Unbraced 3.5x92S Span = 7.50 ft Project Title: Engineer: Project Descr. Project ID: 2;J :i 4PM C(O.2016) V. x 3.5x9,2& Span = 10.50 ft Applied Loads Service toads entered. Load Factors will he applied for carcu)a140n5. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.2955, L=0.360k11t Paint Load: E = 0.2016k, Starting at.: 12.0 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio 0.611:1 Maximum Shear Stress Rtio Section used for this span 3.5x9.25 Section used for this span lb : Actual 1,747.76ps1 fv : Actual FS: Allowable 2.858.98psi Fv : Allowable Load Combination +D+L LL Comb Run (LL) Load Combination Location of maximum on span 0.00011 Location of maximum on span Span Ii where maximum occurs Span #2 Span N where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.140 in Ratio = 898 Max Upward Transient Deflection -0.039 in Ratio = 2285 Max Downward Total Deflection 0.236 in Ratio = 534 Max Upward Total Deflection -0.040 in Ratio 2228 vmm~ MOW 0.586:1 3.5x9.25 169.87 psi 290.00 psi D+L, LL Comb Run (LL) 7.50011 Span N 1 Overall Maximum Deftectiona Load Combination Span +O+Ljj Comb Run (L') 1 +9+L. LL Comb Run ('1) 2 Vertical Reactions Load Cornbinabon Support I Overall MAXimum 1.902 Overall MiNimum .0.032 B Only 0.693 +D+L LL Comb Run (1) 0.307 +Q+LlL Comb Run (L) 1.902 Max. - Dell Location in Span Load Combination 0.0465 3.226 +0+1. U. Comb Run ('1) 0.2357 5749 Supporinotalion :Farleft is #1 Support 2 Support 3 7.626 2.888 0.170 0.084 3.484 1.273 6.035 2.888 5.075 1.173 Max. +'Dell Location inSpan 40404 5.028 0.0000 5.028 Values in lOPS Pôject title: Engineer: Project Descr: Pro(ect 10: :': Danielson Street Suite 200 Pq"y, CA 92064 Wood Beam CODE REFERENCES Calculations per NOB 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Pb - Tension 2.90(1.0 psi E : Modulus oaslcity Load Combination ASCE 7-10 Fb - Compr 2900.0 psi Ebend- xx 2000.0hsi Fc - PrIl 2,900.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.00 Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32210pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft 0(0.3315) L,(O.t3uLf0.211 010.33151 V V V V V 5 5 5 5 IT *5 * 55 a S - •5 5 -. 3.5ct.Z5 3.5g25 Span = 13.50 It Span =?.Oft Applied Loads Beam self weight calculated and added to loads Load for Span Number I Uniform Load: (1 = 0.3315, Lr = 0.130, 1= 0270. Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load: D = 0.3315, Ii = 0.130, 1 = 0270, Tributary Width = 1.0 it Point Load: D1.0. Lr0.180. L=0.520k@4.50fl DESIGN SUMMARY Service lords unlered. Load Faders w5 bc applied for calculations Dcan C Maximum Bending Stress Ratio 0.91t 1 Maximum Shear Stress Ratio Section used for this span 35x9.25 Section used forthis span Sb Actual = 2,637.88psi iv : Actual F13: Allowable 2,895.15psi Fv : Allowable Load Combination +0+1. LL Comb Run (LI.) Load Combination Location of maximum on span 13.50051 Location of maximum on span Span # where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.269 in Ratio = 601 Max Upward Transient Deflection -0.048 in Ratio = 1737 Max Downward Total Deflection 0.592 in Ratio = 273 Max Upward Total Deflection -0.068 in Ratio = 1231 0.713:1 3.5x9.25 = 206.76 psi 290.00 psi +0+1, IL Comb Run (IL) 12.746 ft Span #1 Overall Maximum Deflections Load Combination Span Max. "-Dell location in Span Load Combination Max. •+ Deft Location In Span +D+0750Lr+0.7501+0.450W. IL Corn 1 0.5924 6.184 0.0000 0.000 4D.0.750Lt0.750L+0.450W, LL Corn 2 0.0285 5.436 +D#0.75OLr+0.7501+0.450W, U. Corn 4.0682 2.425 FS 0 Project Title: Englneer. Project Dcscr: Project ID: 14288 Danielson Strw Sufte 200 Poway, CA 9.2064 142"'M )'Wood Beam W1 Licensati HTI( STRUCTURAL"ENGINEERS CODE REFERENCES Calculations per NDS 2012, 186 2012, CBC 2013. ASCE 7-10 Load Combination Set: ASIDE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination ASCE 710 Fb - Compr 2,325.0 psi Fc - Pill 2,050.0 psi Wood Species : lLevel Truss Joist Fc - Pap 800.0 psi Wood Grade :TimberStrand LSL 1.55E Fv 310.opsi Ft 1.070.01W Beam Bracing : Completely Unbraced E: Modulus of Elasticily Ebend- xx 1 ,550.0ksi Eminbend - xx 787.82 ksi Density 32.210pcf D1$ U1.2) E(0.031 V 1.7601.675 Span= 10.50 it Applied Loads Beam self weight calculated and added to loads Unifonri Load: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 2.0 ft Point Load: 0=1.510, L=1.20, E0.030ki2.0ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.918 1 Section used for this span 1.75*11.875 lb : Actual 1,558.1 3psi FB : Allowable = 1,702.31 psi Load Combination Location of maximum on span 2.031ft Span # where maximum occurs Span #1 Service loads entered, Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv:Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio Max Upward Transient Deflection 0.000 in Ratio = 0 <380 Max Downward Total Deflection 0.247 in Ratio = 509 Max Upward Total Deflection 0.000 in Ratio = 0<180 0.623:1 1.75*11.875 193.25 psi 310.00 psi +D+L 0.000 it Span # I Overall Maximum Deflections; Load Combination Span Max. '- Deit +D+L 1 0.2475 Vertical Reactions Load Combination Support I Support 2 Overall MAXimum 2.785 1.108 Overall MiNimum ' 0.024 0.006 O Only 1.394 0.459 +D+L 2.785 1.106 +041.r 1.394 0.459 +D+S 1.394 0.459 .0+0.7501r'0.750L 2.437 0.945 Location in Span Load Combination 4.790 Supped notation: Far left is #1 Max '?Defl Location In Span 0.0000 0.000 Values IOKIPS Maximum Shear Stress Ratio Section used for this span IV: Actual Fv : Allowable Load Combination Location of maximum on span Span H where maximum occurs 7 0.476:1 3.5x11.25 137.85 psi 290.00 psi +D+L 14.069 ft Span H I Project Title: Eingiineer. Project 10: I,, 14288 Danielson Street • tc KW0Q1355 4 [J Zt ' Llonsep H1'WSTRUCTURAL ENGINERS CODE REFERENCES Calculations per NOS 2012, IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Matenal Properties Analysis Method: Allowable Stress Design Fb - TanSkIn 2.9000 psi Load Combination ASCE 7-10 Pb - Compc 2,900.0 psi Fc - PrIl 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Peip 750.0 psi Wood Grade : Paraflam PSI 2.OE Fv 290.O psi Ft 2,025.0 psi Beam Biacirig : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 It from Left-Most support Regular spacing of lateral supports on length of beam = 2.0 ft E :Modulua of Bas&lty Ebend- xx 2,000.0 ksl Eminbend - xx 1,016.54ksi Density 32.210 pd 0(0.3021 Lri0.1) 1(0.241 a a * 3.5x11.25 Span 15.0 It Applied Loads Beam self weight calculated and added to loads . Llnlfonn Load: 0 = 0.3020, It = 0.10, 1= 0.240, Tributary Width = 1.0 it DESIGN SUMMARY Maximum Bending Stress Ratio 0.87t 1 Section used for this span 3.5x11.25 lb : Actual = 2,517.98psi FB : Allowable 2,891.92psi Load Combination +0+1 Location of maximum on span 7.500 ft Span # where maximum occurs Span #1 Maximum Deflection Sutvice loads entered. iced Factors will be applied br calculations Max Downward Transient Deflection 0.331 in Ratio 543 Max Upward Transient Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.780 in Ratio = 230 Max Upward Total Deflection 0.000 in Ratio= 0 .c50, Overall Maximum Deflections Load Combination Span Max. •' Deft Location In Span Load Combination Max. + Deft Location in Span .D+0.750Lr+0.750L+0.450W 1 0.7805 7,555 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.244 4,244 Overall MiNimum 0.750 0.750 0 Only 2.331 2.331 .0+1 4.131 4.131 3.081 3.081 4:. L): 4 . • ;• C'z ,i LQ -' F's lb e, •. I.ut ç •t S L q .5. • G4L c?'' (A 'Co. OS e 25' a'— )<.CQ3) • S • .(b3 \ ( . Rt ). )( £2 W A 51 • I , 5 1 . • f44 Project Title: Engineer: Project Descr: Project ID: 14288 Danielson Street Suite 200 Poway, CA 92064 WOod Beam ______ Deccricflon 814 CODE REFERENCES Calculations per NDS 2012. rsc 2012, CBC 2013. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties 7q A% 'C: t Fdx 4ERCALC, W. 1963-2015. Bed6.15129. r815.12.9 Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi Load Combination ASCE 7-10 Fb - Compr 2,325.0 psi Fc-Pt1l 2,050.Opsi Wood Species : iLevel Truss Joist Fe - Perp 800.0 psi Wood Grade :limberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.00 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E Modulus of Elasticity Ebend-xx 1,550.Oksi Eminberid - 787.82 ksi Density 32.2 lOpcf 3.5*11.25 3.50 11.25 Span 8.0 ft Span = sOft Applied Loads SeMce toads entmred. load Factors will be appited for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: 0=0.0180. Lr=O.020ks1, Extent =0.0—>>2.olt, Tributary Width =2.0ft Partial Length Uniform Load: 0 c 0.1473, Lr = 0.020, 1 = 0.02660 kIlt, Extent = 2.0 ->> 16.0 ft Load for Span Number 1 Point Load: 0 = 1.270, 1= 1.610k@2.0ft Moment: E = 14.808 k-ft. Location = 2.750 ft from left end of this span Load for Span Number 2 Point Load: 01.432, L11.430k@1.oft Point Load: D2,93D. L=2.550k@2.oft DESIGN SUMMARY Maximum Bending Stress Ratio 0.484 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span 1b: Actual = 1.I26.15psi IV: Actual FS Allowable 2,325.00psi Fv :Allowabte Load Combination 40+L, IL Comb Run (LL) Load Combination Location of maximum on span 8.000ft Location of maximum on span Span Il where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 1637 Max Upward Transient Deflection -0.027 in Ratio = 3552 Max Downward Total Deflection 0.085 in Retio= 1132 Max Upward Total Deflection -0.028 in Ratio = 3454 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination E Only 1 0.0586 4.246 +D+0.750Lt0.150L'0.450W. It. Corn .0*1. LL Comb Run (1) 2 0.0848 3.754 0.835:1 3.5x11.25 258.92 psi 310.00 psi +D+L IL Comb Run (LL) 8.000ft = Span #1 Max. '+' Deft Location in Span -0.0204 6.972 0.0000 6.972 R5 ( o V , (t4 V:• Is c +k' , AJkV, oi A A- A-v ( 4; sio L- _1(-. G2. 44 VA I Project Title: Engineer: Project ID: Project Dew. 14288 Danielson Street suite 200 Wood Beam W-ti8O0135 't 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 - Tenn 2,900.0 psi E Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,900.0 psi Eband-xx 2,000.Oksi Fc - PvII 2,900.0psi Eminbend -o 1,016.54ki Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSI 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(0.95) Lr(0.52) 1(1.17) 010.01862)LIO.05520) * y ir -J 5.2x11.25 Span 22.0 ft Applied Loads Service loads ordered. Load Factors will be applied for calculations, Beam sell weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D = 0.0140, 1 = 0.040 kaf, Tributary Width = 1.330 it PointLoad: D0.950. Lr0.520. L1.170k6.0ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.49& 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.25 Section used for this span lb : Actual 1,444.33ps1 lv: Actual FB : Allowable 2,900.00 psi Fv : Allowable Load Combination Load Combination Location of maximum on span 6.02211 Location of maximum on span Span # where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection - Max Downward Transient Deflection 0.496 in Ratio = 532 Max Upward Transient Deflection 0.000 in Ratio = 0<380 Max Downward Total Deflection 0.850 in Ratio = 310 Max Upward Total Deflection 0.000 in Ratio = 0 <180 0.210:1 5.25x11.25 61.00 psi = 290.00 psi +0+1 0.000ft Span # I Overall Maximum Defections Load Combination Span Max. Dell +0+1 1 0.8499 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 2.477 1.514 Overall MiNimum 0.378 0.142 00n, 1.041 0.609 +0+1 2.477 1.514 +04Lr 1.419 0.751 +D+S 1.041 0.609 Loe1ion in Span Load Combinafon 10.356 Supped notation: Far left is 41 Max. +' Dell Location In Span 0.0000 0.000 Values in KIPS F7 1 -1 P(OieCt Title: Engineer: Project Descc Project ID: 14288 Danielson Street Suite 200 Poway. CA 92064 Wood Beam ran EERCALC. M, 19O3.1 thdSi5.12.9. Vsr6.15.29 fescnptioii: 517.1v2 CODE REFERENCES Calculations per NDS 2012, I8C 2012. CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design 2.9110.0 psi Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Fc-M 2.900.0psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallani PSL 2.OE Fv 290.0 psi Ft 2.025.Opsl Beam Bracing : Beam is Fully Braced against lateral-torsion buckling E: Madulus of Elasticity Ebend- xx 2,000.0 Ks1 Eminbend - xx 1,018.54ks1 Density 32.210pc1 O6.07) Lr(1.61) 1.(3.18) 10.50x 11475 Span " 22.0 ft Applied Loads Service loads entered. Load Factors will be appfled for caiculattons. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: 0 = 0.0140. L = 0.040 ksf. Tributary Width = 1.33011 Point Load: 06.070. 1r = 1.610. L = 3.180k@8.0111 DESIGN SUMMARY Maximum Bending Stress Ratio 0.8821 Maximum Shear Stress Ratio Section used for this span 10.50 X 11.875 Section used for this span lb Actual = 2.557.05ps1 fv : Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span 8.0291t Location of maximum on span Span if where maximum occurs Span #1 Span if where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.475 in Ratio = 556 Max Upward Transient Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 1 306 in Ratio = 202 Max Upward Total Deflection 0.000 in Ratio = 0 <179 0.286:1 10.50 X 11.875 = 82.85 psi = 290.00 psi +D+L 0.000 It Span if 1 Overall Maximum Deflectlons Load Combination Span Max. •- Deft +Ds,75OLr+0.750L+0.450W I 1.30 Vertical Reactions Load Combination Support I Support 2 Overall MAXimum 7.099 4.464 Overall MiNimum 1.025 0.585 o Only 4.374 2.719 +D+L 6.983 4.460 sD+Lr 5.399 3.304 0+S 4.374 2.719 Location in Span Load Combination 10.277 Support notation; Far left is #1 Max Dell Location In Span 0.0000 0.000 Values in KIPS Project Title: Enyineer: Protect ID: ProectDesca': 14288 Danielson Street Suite 200 Poway, CA 92364 Beam wwOOd Fiw \01jOeF12015lO\15.95MICkQJL0VSE2-iARLSB4,EcG eERCC,a129ld6.15.1Z3Va5I5.'q Description: B18 CODE REFERENCES Calculations per WDS 2012, IBC 2012, CSC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb -Tension 2900 psi E: Modulus ofEIasicily Load Combination ASCE 7-10 Fb - Cotnpr 2900 psi bend- xx 2000ksi Fc-Ptil 2900 psi Eminbend - xx 1016.535ksi Wood Species : iLevef Truss Joist Fc - Parp 750 psi Wood Grade : Parallam PSI 2.OE Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing : Completely Unbraced D(7.62j V V V V .7 1pw~it(ift Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft Point Load: D=7.620k2.50ft DESIGN SUMMARY Service loads entered. Load Fedora will be applied for calculations. Maximum Bending Stress Ratio 0.8521 Maximum Shear Stress Ratio Section used for this span 3.5xl 1 .875 Section used for this span lb : Actual 2,183.68psi fv : Actual FB : Allowable 2,562.88 psi FY: Allowable Load Combination 0 Only Load Combination Location of maximum on span 2.529ft Location of maximum on span Span # where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 7214 Max Upward Transient Deflection 0.000 in Ratio Max Downward Total Deflection 0.270 in Ratio = 488 Max Upward Total Deflection 0.000 in Ratio = 0 <180 = 0.832:1 3.5x11.875 217.08 psi 261.00 psi O Only 0.000ft Span 4 1 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Load Combination support Overall MAXimum 6.334 Overall MiNimum 0.293 DOnty 6.042 eJ)+L 8.334 D+Lr 6.042 +D+S 6.042 +O+0,7501r+0.7501 6.261 Max, -• Oct Location in Span Load Cothbinaton 0.2703 4.898 Support notation: Far left Is #1 Support 2 2.178 0,293 1.885 2.178 1.885 1.885 2.105 Max, +' Dell Location In Span 0.0000 0.000 Values in KIPS Maximum Shear Stress Ratio Section used for this span tv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.380:1 3.Sxll.875 110.24 psi 290.00 psi +0+1 12.515ft Span # I Project Title: Engineer. Project Desor Project ID: 14288 Danielson Street Suite 200 Wood: Beam "A4$J Lic : PW.O6uO1S55 . SRUCiURAL ENG!NEEJsr 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 Fl, - Tension 2,900.0 psi E: Modulus of Elestidly Load Combination ASCE 7-10 Fb-Compr 2,900.Opsl Ebend-xz 2,000.0ks1 Fc-Pi1l 2.900.0 psi Entinbend.xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc Peip 750.0 psi Wood Grade : Paralfam PSI 2.0E Fv 290.0 psi - Ft 2,025.O psi Density 32.210pcf Beam Bracing Completely Unbraced 011.89)1(029? oco.oaosi L10.231 * 3ftxll.875 Span 13.50 ft Service loads entered, Load Factors will be applied for calculations. Applied Loads Beam self weight calculated and added to toads Uniform Load: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 5.750 ft Point Load: 0=1.890. L=0.290k@7.50ft DESIGN SUMM4RY Maximum Bending Stress Ratio 0J411. 1 Section used for this span 3.5x11.875 lb : Actual 2,108.57 psi FO: Allowable = 2,820.09psl Load Combination +0+1 Location of maximum on span 7,489ft Span # where maximum occurs Span#1 Maximum Deflection - Max Downward Transient Deflection 0.203 In Ratio = 798 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.441 in Ratio = 355 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. '-' Dell +D+L 1 0.4414 Vertical Reactions Load Combination Support I Support 2 Overall MAXimum 3.128 3.370 Overall MiNimum 0.868 0.994 0 Only 1.446 1.658 +0+I. 3.128 3.370 1.446 1.856 .D.S 1.446 1.656 +D+0.750Lr+0.750L 2.707 2.941 Location in Span Load Combination Max '+' Deft Location in Span 6.898 0.0000 0.000 Support notation: Far left Is 01 Values in KIPS Ned Title: Engineer: Project Descz Project ID: 14288 Danielson Street Suite 200 Poway, CA 92084 Wood Beam Description 820 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 Load Combination ASCE-7-10 Wood Species : !Level Truss Joist Wood Grade : Paraliam PSL 2.OE Beam Bracing : Completely Unbraced Pq't,1 ~.AJ2t n'u Fda f&r5V0B1L-r -1ti4OUSE1APiS8-t.E06 5, eta.d.8.15.t2.a. C8 1512$ Fb-Tension 2.900.0 psi E:ModAslus of Elasticity Fb-Compr .2,900.0 pet Ebend.,rx 2,000.0ksi Fc-Pr1l 2,900.0 psi Eminbend - xx 1.016.54ksi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density, 32.210pc1 O5.17) Lr111.89 L441 E(1.51 *1 I ft V 14.0X I 147 Span = 22.0 ft Applied Laids Beam.self weight calculated and added to loads Uniform Load: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft Point Load: 0 = 1.680, 1 = 1.710k@ 11.0 It Point Load: D5.170, Lr= 1.890, L4.Dk@6.oft Point Load: E=1.515k9.0ft DESIGN SUMMARY Service loads entered. Load Factors will be appl!ed for calculations. Maximum Bending Stress Ratio 0.698 1 Maximum Shear Stress Ratio Section used ror this span 14.0 X 11.875 Section used for this span lb : Actual 2,018.65ps1 Iv; Actual FS: Allowable 2,900.00 psi Fv : Allowable Load Combination +0+1 Load Combination Location of maximum on span 6.02211 Location of maximum on span Span # where maximum occurs Span Ill Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.534 in Ratio = 494 Max Upward Transient Deflection 0.000 in Ratio = 0 <360. Max Downward Total Deflection 1.153 in Ratio = 228 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. -' Deft Location in Span Load Combination +D+L 1 1.1532 10.358 Vertical Reactions Support notation . Far left is ftl Load Combination Support 1 Support 2 Overall MAXimum 9.553 5.385 Overall MiNimum 0.895 0.515 I) Only 5,204 2.854 9.553 5.385 +0+Lr 6.578 3.369 0.294: 1 14.0 X 11.875 85.25 psi 290.00 psi +D+L 0.000ft Span #1 MaL '+ Den Location in Span 0.0000 0.000 Values in KIPS Maximum Shear Stress Ratio Section used for this span lv: Actual Fv : Allowable Load Combination Location of maximum on span Span 4 where maximum occurs 0.387:1 1.75x11.875 119.86 psi 310.00 psi +0+1 0.00011 Span #1 Location in Span Load Combination 5.058 Support notation: Far left Is bi Load Combination Sean Max. - Deft +D4-L 1 0.2082 Vertical Reactions Load Combination Support I Support? Overall MAXimum 1.734 0,807 Oyerall MiNimum 0293 . 0.293 0 Only 1.442 0.514 D+L 1.734 0.807 +0+Lr 1.442 0.514 +o+s 1.442 0.514 +0+0750Lr+0.750L 1.661 0.734 Max. '+ Deft Location in Span 0.0000 0.000 Values in lOPS Preject Title: Engineer: Pm' Descr Proectl0: 14288 Danielson Street Suite 200 Poway, C92064 Wood Beam Description: 821 CODE REFERENCES Calculations per NOS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Conthlnation ASCE 7-10 Wood Species : iLevel Truss Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced 01121 AN 2616 14'V ENE Faa 1tC5LC, 14C. 1963.2O1 8i615.12.9, V6.1512.5 Fb - Tension 2.325.0 psi Fb-Compr 2.325.0 psi Fc- Prfl 2,050.0psi Fc - Pezp 800.0 psi FY 310.0psi Ft 1,070.0 psi E: Modulus of Bastidly Ebend- xx 1,550.0 kal Eminbend - xx 787.82 ksi Density 32.210pc1 V 'V 1. l5z 11.875 it Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 It Point Load: 01.70k@2.50fl DESIGN SUMMARY. Maximum Bending Stress Ratio 0.725 1 Section used for this span 1.7501.875 tb:Actual 1,193.87psi FS : Allowable = 1.847.00psi Load CombInation +0+1 Location of maximum on span 2.529ft Span # where maximum occurs Span #1 Maximum Deflection Service toads entered. Load Factor's will be applied for calculations. Max Downward Transient Deflection 0.047 in Ratio = 2834 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.206 in Ratio = 640 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span lv : Actual Fv:Ailowable Load Combination Location of maximum on span Span # where maximum occurs 0.324:1 1.75*11.875 100.47 psi 310.00 psi +0+1 = 0.000 it Span N I Project Title: Engineer: Pmect Desec Project ID: 14288 Danielson Street Suite 200 1:!.'!I :Pi!iii 1.ic l<W06001,5ti. ______ L'cnscc HTXSTRVCTURALSNGI$LRS' CODE REFERENCES Calculations per NOS 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 Load Ccsnbinaflon ASCE 7-10 Fb- Compr Z325.0 psi Pc - Pill 2.050.00 Wood Species : ILevel Truss Joist Fc - Petp 800.0 psi Wood Grade : TimberStrand LSL 1.55E Fv 310.0 psi Ft 1.070,0 psi Beam Biasing : Completely Unbraced Do.s1a(o29f D(0.0T7 L4O.22 IT V E : Modulus of Elasridty bend- xx 1,550.Oksr Entinbend - xx 787.82ksi Density 32.210pd 1.7ktl.875 Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.0140, 1 = 0.040 ksf, Tributary Width 5.50 It Point Load: 00.510. L0.290k4250ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.87Q 1 Section used for this span 1.75*11.875 lb Actual 1 ,290.83psi FS: Allowable 1,925.79ps1 Load Combination +0+1 Location olmaximumonspan 4.250ft V Span # where maximum occurs = Span#1 Maximum Deflection - Span 8.50 N Service loads entered. Load Factors will he. applied for calculations. Max Downward Transient Deflection 0.086 in Ratio= 1190 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.141 in Ratio = 722 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Il4 04fl +0+1 1 0.1411 Vertical Reactions' Load Combination Support I Support 2 Overall MAXimum 1.682 1.682 Overall MiNimum 0.361 0.361 0 Only 0.602 0.602 +0.1 1.662 1.682 0.602 0.602 +D+S 0.602 0.602 +D+0.750Lr40.750L 1.412 1.412 Location in Span Load Combination Max Deli Location in Span 4.281 0.0000 0.000 Support notation: Far lefts Al Values in KIPS Project hue: Engineer: Project ID: Project Decor: 14288 Danielson Street Suite 200 Poway. CA9i2064 , Wood earn RIO EO BERCLC, sic 198315 8512.9. V5i5.1as Description: 522 CODE REFERENCES Calculations per NDS 2012, 180 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Pb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb-Colftpf 2,900.0psl Ebenti.xx 2,000.0ks1 Fc - PtH 2,900.0ps1 Eminbend- xx 1,016.54ks1 Wood Species : !Level Truss Joist Pc - Petp 750.0 psi Wood Grade : Paraliam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced S OfO.01862}L(0.05321 tOOl882)Li9$l V V V V S 3.501.075 aexll.015 3.5xli,075 Span = 11.0 ft Span= 9.0 ft Span = 2.0 ft Applied Loads Service loads entered. Load Factors WiWbe applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0=0.1440. Tributary Width 1.Oft Point Load : D=7340k@6.Oft Load for Span Number 2 Uniform Load: 0 = 0.0140, 1=0040 ksf. Tributary Width z 1.330 ft Load for Span Number 3 Uniform Load: 0 = 0.0140, 1=0.040 ksf. Tributary Width z 1.330 ft Point Load : D=0.3440k@2.oft DESIGN SUMMARY Maximum Bending Stress Ratio 0196-51 Maximum Shear Stress Ratio 0.773 : Section used for this span 3.501.875 Section used for this span 3.5xl1.875 lb : Actual = 2,474.37psi fv : Actual = 201.77 psi FS: Allowable 2.562.88ps1 Fv: Allowable 261.00 pal Load Combination 0 Only Load Combination 0 Only Location of maximum on span 6.008f1 Location of maximum onspan 10.076 ft Span ft where maximum occurs Span #1 Span ft where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 18162 Max Upward Transient Deflection .0.004 in Ratio = 10832 Max Downward Total Deflection 0.261 in Ratio = 469 Max Upward Total Deflection -0.094 in Ratio = 1145 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max, '+ Dell Location in Span +O'L.LL Comb Run (L'L) 1 0.2811 5.454 . o.0000 0.000 2 0.0000 5.454 +0+1., U. Comb Run (LL) -0.0943 3.933 +D.L IL Comb Run (LL) 3 0.0595 2.000 0.0000 3.933 PolectTitle: Engineer. Project ID: Project Dew. 14288 Danielson Street Suite 200 Pqway, CA 9204 n'" iuw 2016 94AU Wood. Bearn Ftt ti5Dl.)O5FL ________ tERC4LC, INC. t9 21115. 8v4dS.1L19, V&i5.12.g SNOO—K=— MUM Description: 823 CODE REFERENCES Calculations per NDS 2012. ISC 2012, CBC 2013. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Pb- Tension 2,900.0 psi E: Modulus of Bas" Load CombrnalionASCE 7-10 Fb-Compr 2,900.0 psi Ebendxx 2,000.0ksi Fc-Pd) 2.900.0 psi Eminbend-xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Pcrp 750.0 psi Wood Grade : Parallam PSI 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Completely Unbraced O(D½*98) V V V . -, .1 0 3,5x 1.815 Span = 22.0 ft Applied Loads Uniform Load: 0 = 0.1440, Tributary Width = 1.0 ft Point Load: 00.60, 11.080k@t1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb : Actual FS: Allowable Load Combination Location of maximum on span Span #Owe maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.962r 1 Maximum Shear Stress Ratio 3.501.875 Section used for this span 2.618.85ps1 Iv Actual 2,719.38ps1 Fv : Allowable +D+L Load Combination 11.000ft Location of maximum on span Span # I Span 4 where maximum occurs 0.426 in Ratio= 619 0.000 in Ratio = 0 <360 1.444 in Ratio= 182 0.000 in Ratio = 0 <180 Service loads entered. Load Factors will be applied for calculations. Inv rT.Jt 0.284:1 3.5x1t875 82.48 psi 290.00 psi 21,036ff Span 4 1 Overall Maximum Deflectlons Load Combinalen Span +0+1 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 2.424 Overall MiNimum 0.540 oonty 1.864 +0+1 2.424 1.884 1.884 O+0.750LrO.750L 2.289 +0+0.750140.750S 2.289 Max. - Dali Localion in Span Load Combination 1.4444 11.080 Suppc,1 notation: Far left is #1 Support 2 2.424 0.540 1.884 2.424 1.884 1.884 2.289 2.289 Max. +0e11 Location inSpan 0.0000 0.000 Values in KIPS L: h'ç' 3% Jz (3/z4 /2 C/.33/ 14 • LLJL 't 5 c ? Cs)(3i) ) 2- L •.• ••• • • zz C2C37 1, 2Z 3 a L 2 4 ,/ •• • r- df Z4 3— to z To / • L 44 'P1 r 2) 7 4ç J4 ••) '1'3L 3fz ) (14 C ) C 2!j t .1 i93 (L )( ) C ) 2 •• • I 2 f 5 ) . •: • • ( Project Title: Engineer: Project Descr Project ID: 14288 Danielson Street Suite 200 Poway.CA92064 P :2JJ2).i. 4vu Fio' 00 earn ECAI.C.eC. It5.,1&12.5,Ve6.15,12.9 Daacnption: 825 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 . 2,325.0 psi E : Modulus of Elasticity Load Comblnatlon ASCE 7-02 Pb - Ccmpr 2,325.0 psi Ebend- xx 1,550.0 kal • Fc-Pi1I 2,050.0 psi Eminbend - xx 787.82ks1 Wood Species : iLevet Truss Joist Fc - Peip 800.0 Ps! Wood GI8de : limberStrand 181 1.55E Fv 310.0 psi Ft 1,070.0psl Density 32.210pcf Beam Bracing : Completely Unbraoed 0(0.1715) Lr(O.021L(035) E&29351 0(0.07331 1(002561 V iv V V V 1.75a11.875 1.75x11.876 Span = 11.0 ft Span 13.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number I Uniloim Load: 0=0.1713, Lr=0.020, 1=0.04660, Tributary Wicfth= 1.011 Point Load: E2.9351@7.5011 Point Load: E-2.935k@11.011 Load forSpan Number Unffotm Load: 0=0.07331. L = 0.02660 TflbutaryWldth = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.7921 Maximum Shear Stress Ratio Section used for this span 1.75x11.875 Section used for this span lb : Actual = 1,191.25ps1 Iv: Actual PB : Allowable = 1,511.19psi Fv : Allowable Load Combination +D+0.750Lr+D.750L+0.5250E, IL Comb Load Combination Location of maximum on span 0,00011 Location of maximum on span Span # where maximum occurs Span #2 Span # where maximum occuis Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 509 Max Upward Transient Deflection -0.136 in Ratio = 1150 Max Downward Total Deflection 0.232 in Ratio = 569 Max Upward Total Deflection -0.083 in Ratio = 1880 Service loath entered. load Factors will be applied for calculations. WIN 0.37t:1 1.75x11.875 = 183.95 psi = 496,00 psi +D+Q,70E = 9.955f1 Span # I Overall Maximum Dellections Load Combination Span MaxV Deft Locveon in Span Load Combination +D40-70E 1 0.2317 5.531 2 0.0000 5.531 E Only Vertical Reactions Support notston : Far left is #1 Load Combination Support Support Support Overall MAXunum 1.380 2.363 0.494 Overall MiNimum .0.028 0.133 .0.011 Max + Deft Location in Span 0.0000 0.000 01355 5.520 Valuesin KIPS Project Title: Engineer: Project ID: Pect Descc 14288 Danielson Street Suite 200 Poway, CA 92064 "ARA116 90-1v Wood earn ,.. .. ____ EtiERCAW.eC i1.15.12.LVI5.1Zs Description: 826 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 2,325.00 E: Modulus of Elasticity Load Combination ASCE 7-10 Flo -Corepr 2,325.Opsi bendxx 1,550.0ksi Fic - Pdl 2,050.0 psI Eminbend - 787.82ks1 Wood Species : !Level Truss Joist Fc-Perp 800.0psi Wood Grade :limberStrand LSL 1.55E Fv 310.0 psi Ft l.07O.opsl Density 32.210pc1 Bears Bracing : Completely Unbraced 0(1) 750 LC0.35iH v ' A 1J'5xtl.575 1.l5zll.875 Span= 3.5Ott Span2.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D =0.320, L 0330 kIll PointLoad: 0:0.780, 1=0.330k, Starting at: 5.50ftand placed every 0.0flthereafter DESIGN SUMMARY Maximum Bending Stress Ratio 0.457 1 Maximum Shear Stress Ratio 0.413: 1 Section used for this span 1.75x11.875 Section used for this span 11.75x1 1.875 fb:Actual 1,029.71 psi fv:Actual = 128.17 psi FS : Allowable 2,253 .50ps1 Fv : Allowable 310.00 psi Load Combination +0+1. LL Comb Run (*1) Load CombinatIon +0+1, IL Comb Run ('I) Location of maximum on span 3.500f1 Location of maximum on span - Span II where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0,021 in Ratio = 2278 Max Upward Transient Deflection -0.005 in Ratio = 8805 Max Downward Total Deflection 0.052 in Ratio = 925 Max Upward Total Deflection -0.010 in Ratio = 4225 Overall Maximum Deflactioris Load Cómbinabon Span Max. Deft Location in Span Load Combination Max. +' Deli Location In Span 1 0.0000 0.000 +D+L,tl Comb Run (t) -0.0099 2.112 +D+L.11 Comb Run l'L) 2 0.0517 2000 0.0000 2.112 Vertical Reactions Support notation Far tell is tl Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 0.578 4.573 Overall MlNieum .0.038 0.578 004 -0.063 2.629 +0+1. IL Comb Run ('I) .0.440 3.996 .0+1.11 Comb Run (L) 0.514 3.206 I 'iL Project Title: En9lneer: Pnect Descs Project ID: 14288 Danielson Street Suite 200 Poway, iis Wood Z!1li Ldç # KW 060055 t ___________ L4c0nne HSTRJCTURAL!tENG1NCERS CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of E!astir.ily Load Combination ASCE 7-10 Fb - Compr 850.0 psI Ebend- xx 1 600.0 ksl Fc - Pail 1,400.0 psi Eminbend - xx 580.0 ksl Wood Species : Douglas Fir - Larch (North) Fc - Parp 625.0 psi Wood Grade : No. 1/No. 2 Fv 180.0 psi Ft 500.0 psi Density 31.570pd Beam Bracing : Completely Unbraced 0{.0.060) 1(0.580) 010.01 866) 1.10.1153321 * ...*... .... . if 202 2xlt? Span 11.Ofl Span2.0ft Applied Loads . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to toads Loads on all spans-. Uniform Load on ALL spans: D = 0.0140, 1= 0.040 ksf, Tributary Width = 1.33311 PointLoad: 0-0.060, L0.580k. Stadtlngat :22.0ftandplacadeveiy0.0ftthereafter DESIGN SUMMARY Maximum Bending Stress Ratio 0.5641 Maximum Shear Stress Ratio Section used for this span 2z12 Section used for this span lb : Actual 425.69ps1 lv : Actual FB : Allowable 754.91 psi Fv : Allowable Load Combination +0+1., LL Comb Run (1') Load Combination Location of maximum on span 5.46911 Location of maximum on span Span II where maximum occurs : Span #1 Span U where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio = 2120 Max Upward Transient Deflection -0.036 in Ratio = 1335 Max Downward Total Deflection 0.086 in Ratio = 1530 Max Upward Total Deflection -0.049 in Ratio = 986 0.i?8 I 2x12 32.02 psi = 180.00 psi +0+1.11 Comb Run (IL) 10.078 11 Span U I Overall Maximum Deftections Load Combination Span Max. -' Dell +041. LL Comb Run (11 1 0.0863 2 0.0000 Location in Span Load Combination 5.531 5.531 •DsL. LI. Comb Run (I') Support notation Far left is #1 Support 3 Max. WDell Location lnSpan 0.0000 0.000 .00487 2.000 Values m KIPS Vertical Reactions Load Coinbinalior, Overall MAXimum Overall MiNimum O Only +0+L. U. Comb Run ('1.) +D+L. LL Comb Run IL') Support I Support 2 0.412 0.581 .0.010 0.103 0.119 0.172 0.109 0.288 0.412 0.465 fq.3 Project Title: Engineer; Project ID: PrectDescr 14288 Danielson Street Suite 200 Poway, CA92064 Wood Beam e' QJC-.5• 2.1—MAU 115 Caijor,: SV CODE REFERENCES Calculations per NOS 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 Mdtilus OEI8stiCity Load Combination ASCE 7-10 Fb' Compr 2,900.0 psi Ebend- xx 2,000.0ks1 Fc - Piil 2.900.0 psi Eminbend-xx 1,016.54kj Wood Species : iLevel Truss Joist Fe - Perp 750.00 Wood Grade : Parallana PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 32.2lOpcf Beam Bracing : Completely Unbraced 8113.321 0(-0.060) L(G.580) tNO.01866) 1jO.05332i .. 3.5x11075 3.&,1.O7S Span =11.Olt Span "2.Oft Applied Loads i I Service loads entered load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: P = 0.0140, L = 0.040 ksf, Tributary Width = 1,333 ft Point Load: I) = 0.060. L = 0.580 k. Starting at :22.0 ft and placed every 0.0 ft thereafter Load for Span Number 1 Point Load: E = 13.321k @2.667 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.62k 1 Maximum Shear Stress Ratio Section used for this span 3.501.875 Section used for this span lb : Actual 2,779.86 psi Iv : Actual FB Allowable 4,445.75psi Fv : Allowable Load Combination +D+OJOE Load Combination Location of maximum on span 2.70411 Location of maximum on span Span # where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection 0.450 in Ratio = -0.217 in Ratio 293 c353 220 <360 Max Downward Total Deflection 0.324 in Ratio 407 Max Upward Total Deflection -0.156 in Ratio = 306 Overall Maximum Deflections Load Ccmbinabon Span Max.'-' Dell Locaton in Span Load Combination 8 Only 1 04502 4.855 2 0.0000 . 4.855 8 Only Vertical Reactions . Supporteotalion Far left ps1 Load Conabinabon Support 1 Support? Support 3 Overall MAXIMUM 10.091 3.230 Overall MiNimum .0.010 0.116 0 Only 0.149 0.215 0.559.1 3.5x11.875 259.31 psi 464.00 psi D0.7OE 0.00011 Span N I okay- includes E load Max. '*'Deft Location in Span 0.0000 0.000 .0.2189 2.000 Values in KIPS M. 3.51 L8T5 PW'j ?MAq2l6 ru E1taCiLC. IfIC 1902M5, 8o6 15i2.9, Yer6.15.12.9 Fb - Tension 2,325.0 psi Fb-Cornpr 2,325.0 psi Fc-NI 2,050.Opsi Fc-Perp 800.0 psi Fv 310.0pa1 Ft 1,070.0 psi E: Modulus of Elasticity Ebend-xx 1,550.0ksl Eminbend -xx 787 .82ks} Density 32.210pd 012.63t I L0.941 f9%UQ.02 .I.5II675 Pmject Title: Engineer: Prajedt Desrx Project ID: 14288 Danielson Street Suite 200 Poway. CA 924 Wood Seam Description 827.1 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 Load Combination ASCE 7-10 Wood Species : ILevel Truss Joist Wood Grade : TimberStrand LSL 1.55E Beam Bracing : Completely Unbraced Span 9.0 ft Applied Loads Beam sell weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0140, 1= 0.040 ksf, Tributary Width = 1.33.3 It Load for Span Number 2 Uniform Load: 0 = 0.0 140, L = 0.040 kof, Tributary Width = 1.333 ft Point Load : 02.630. L = I,940k@2.011 DESIGN SUMMARY Span aOrt Service loads entered. Load FaCtors wit he applied for calculations. Maximum Bending Stress Ratio 0.594 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span lb:Actual 1,357.06psi fv:Actual - FB :Allowable 2,286.25p51 Fv:Allowable Load combination +0+1 Load Combination Location of maximum on span 9.00011 Location of maximum on span Span # where maximum occurs Span it 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio = 810 Max Upward Transient Deflection -0.038 in Ratio = 2878 Max Downward Total Deflection 0.144 in Ratio = 332 Max Upward Total Deflection -0.096 in Ratio = 1128 0.542:1 3.5x11.815 167.91 psi 310.00 psi 9.00011 Span 4 1 Overall Maximum Deflections Load Combination Span +0+1 .2 Vertical Reactions Load Combination Support I Overall MAXimum -0.668 Overall MiNimum .0203 D O* -0.485 Max. - Dell Location in Span Load Combination 0.0000 0.000 +0.1 0.1442 2.000 Support notation: For left is #1 Support? Support 3 6.132 21)41 3.402 Max.'i'Defl Location inSpan -0.0957 5.330 00000 5.330 Values in KIPS ME Load Combination Span Max. '- Dell .De0.750L+0.750S.0.5250E. IL Corn 1 0.3204 2 0.0000 Vertical Reactions Load Combination Support I Support 2 ovemaliMAXirnurn 4.147 11.598 l.micabcn In Span Load Combination 5.251 5.251 EDdy Support notation: Farteft is #1 Support 3 I Project life: Engineer: Project 1l): Project Deser: 14288 Danielson Street Suite 200 Row CA.92%4 Wood Beam S Description: 828 CODE REFERENCES Calculations per NOS 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 Elestidty Load Combination ASCE 7-10 Fb-Compr 2,325.00 Ebend-xx 1,550.0kai Fc -Pill 2,050.0 psi Eminbend- xx 787.82ks1 Wood Species : iLevel Truss Joist Fc Pop 800.0 PS! Wood Grade :TimberStrand LSL 1.55E Fv 310.00 Ft l.070.Opsi Density 32.210pcf Beam Bracing : Completely Unbraced ti0429) 1.I0.0fl1 0:10) 0:1 331L(D 77) V V V Z 35z1 1.075 span = 10.0 0 Applied Loads Beam sell weight calculated and added to toads Loads on all spans... Uniform Load on ALL spans: 0 = 0.0140, L = 0.040 ksf, Tributary Width = 11.0 ft Load for Span Number I PointLoad: 0=0.4290, L0.8230, E10.0k@8.0fl Uniform Load: 0 = 0.1440, Tributary Width = 1:011 Load for Span Number 2 Point Load: D1.330. L=0.770k@2.oft Soon 2.00 Service loads entered. Load Factors will be appted for calculations. DESIGN SUMMARY ______________ Maximum Bending Stress Ratio 0.5821 Maximum Shear Stress Ratio 0.589 :1 Section used for this span 3.50 1.875 Section used for this span 3.5x11.875 lb : Actual 1,327.71 psi fv : Actual 292.27 psi FB : Allowable 2,280.52ps1 Fv : Allowable = 498.00 psi Load Combination +D+L, LI. Comb Run (Lb) Load Combination •0+0.75014750S+0.5250E, IL Comb Location of maximum on span 4.9161t Location of maximum on span 9.050 ft Span # where maximum occurs Span# I Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio = 432 Max Upward Transient Deflection -0.219 in Ratio = 218 <360 okay Max Downward Total Deflection 0,320 in Ratio= 374 Max Upward Total Deflection -0.205 in Ratio 234 Overall Maximum Deflections Max. '+ Dell Locaton in Span 0.0000 0.000 -02191 2.000 Values in KIPS 41i6 Maximum Shear Stress Ratio Section used for this span IV : Actual Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.234:1 5.25x11.875 67.77 psi 290.00 psi 19.05111 = Span #1 Project Title: Engineer: Project ID: Project Desa 14288 Danielson Street Suite 200 PowayCA924 5Mi J#' 2E Wood Beam File RERCAI.C. INC. 1989.2015. Bi&5.15.121 Ver6J5.12.9 CODE REFERENCES Calculations per NOS 2012, IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2.9000 psi Load Combination ASCE 7-10 Fb-Compr 2,900.0 psI Fc-Pitl 2,900.0ps1 Wood Species ILevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSI 2.OE Fu 290.0 psi Ft 2.025.0 psi Beam Bracing Completely Unbraced E: Modulus of Basllclty bend. xx 2,000.0 k5i Eminbend-xx 1,016.$0I Density 32210pct DtO.Ol86(J&V> E(2) V. ,. V 5.25x11.8?5 Span 20.0 ft Applied Loads Beam self weight calculated and added to loads Unifoim Load: 0=0.0140, 1 = 0.040 ksf, Tributanj Width = 1.33011 Point Load; 01.30, L2.410. E2.ok@11.oft DESIGN SUMMARY Maximum Bending Stress Ratio 0.76R I Section used for this span 5.25x11.875 lb :Actual 2,194.36ps1 FS: Allowable 2.854.44ps1 Load Combination +DL Locationof maximum onspan 11.02211 Span #where maximum occurs Span#1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.601 In Ratio o 399 Max Upward Transient Deflection 0.000 in Ratio o <380 Max Downward Total Deflection 0.990 in Ratio= 242 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. - Del +D+0J50140.760S+0.5250E 1 0.9896 Vertical Reactions Load Combination Support I Support 2 Overall MAXimum 2.596 3.011 Ovetall MiNimum 0.546 0.624 DOnly 0,911 1.041 +0+1 2,521 2.898 +0+Lr 0.911 1.041 +D4S 0.911 1.041 +0t0,750Lr+0,750L 2.123 2.434 Location In Span Load Combination Max. +0efl Location in Span 10.292 0.0000 0.000 Support notation: Far left is 41 Values in KIPS F9 -k'2 LZ /4k \D2c L ' a.4 S NL 3Vz 'kV lL ' c4 ac4 73 Lo 2 V 42S4 ,Ay Y2 AleA PC FIA 14288 Danielson Street Suite 200 Ppy,.C..92.4 Wood Beam Descnptlon ff2- Second Flcoi CODE REFERENCES Calculations per NDS 2012.180 2012, CBC 2013. ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load CombInation ASCE 7-10 Wood Species : ILevel Truss Joist Wood Grade : Paraflarn PSI 2.OE Beam Bracing : Completely linbraced Proiect Title: En9ineer Prect Desor: Fb - Tension 2.900.0 psi Fb - Compr 2,900.0 psI Fc-Pt1t 2,900.0psi Fc-Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Pfoiact ID: E: Modulus ofBasLklty Ebend- xx 2,000.0ks1 Eminbend - xx 1,016.54ksi Density 32.210pcf a Pcc 2JA'2c'If $44. w aiencc, W. I9-I5 e6.15.1zs.vu052a 3.5x11.25 Span = 9.0 C Applied Loads Service loads entered. Load Pactors will be applied for calculations. Uniform Load: 0=0.1893, Lr0.040, L0.02660, Tributary Width=1.0ft PointLoed.: E-12.485k@2.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5381 Maximum Shear Stress Ratio Oct i Section used for this span 3.5xt 1.25 Section used for this span 3.5,tl1.25 lb Actual 2.424.20psi Iv : Actual 284.77 psi FR : Allowable 4,509.47ps1 Fv Allowable 464.00 psi Load Combination +D-0.70E Load Combination Location of maximum on span 2.004ft Location of maximum on span 0.000 it Span # where maximum occurs Span #1 Span # where maximum occurs span 111 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio = 15102 Max Upward Transient Deflection -0.252 in Ratio = 428 Max Downward Total Deflection 0.043 in Ratio = 2525 Max Upward Total Deflection .-0.157 in Ratio = 690 Overall Maximum Deltections Load Combination Span Max. -' Del Location in Span Load Combination 1 0.0000 0.000 E Only Vertical Reactions Support notation Far left is #1 Load Combination Support 1 Support 2 OveialltiAXimurn -9.711 -2,774 Overall MINimum 0.120 0.120 D Only 0.852 0.852 0.972 0.972 +0+lr 1.032 1.032 .D.S 0.852 0.852 +D+0,750Lr0.750L 1.077 1.077 .D+0.750Ls0.7508 0.942 0.942 Max. +' Del Location in Span -0.2520 3.942 Values in KIPS Ptcect ritle: Engineer: Project Desa Project ID: 14288 Danielson Street Suite 200 Poway, CA 92( .34 Wood Beam F8e flSocstiJO9Ft-Tu0csJO-1\i5.951-1tL-l.'lOUS52-1tCARLS9-i.Et Description: Hi Gacae Door Header CODE REFERENCES Calculations per NDS 2012, ISC 2012. CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Aliowabté Stress Design Fb- Tension 2,900.0 psi Load Combination ASCE 7-10 Pb- Cornpr 2,9000 psI Fc - Pdl 2,900.0 psi Wood Spaces : iLevel Truss Joist Fe - Parp 750.0 psi Wood Grade : Parallam PSL2.OE Fv 290.opsi Ft 2,025.0 psi Beam Bracing : Beam bracing Is defined Beam-by-Beam Unbraced Lengths Span #1. Defined Brace Locations, First Brace at 6.0 ft. Second Brace at ft. Third Bréca at ft 3.82)1.44.811 E: Modulus castisity Ebend-xx 2,000.oksl Eminbend - oc 1,016.54 ksi Density 32.210pcf - D101862jjJp,0532 IL I a * 3.5x16.0 Span. 16.0 ft Applied Loads Service ioads entered Lead Factors wilt he atpIteri for calculations Beam self weight calculated and added to loads Uniform Load: C =0.0140, L0.040ks1, Thbutaty Width = 1.330 ft Point Load: 03.820, L4,810itt6.0ft DESIGN SUMMARY Maximum Bending Stress Ratio 03D2 1 Maximum Shear Stress Ratio 0.551 .1 Section used for this span 3.5x16.0 Section used for this span 3.5x16.0 lb : Actual 2,800.29psi Si: Actual 159.65 psi Fe: Allowable = 2,819.38ps1 Fv :Aitowable = 290.00 psi Load Combination +D+L Load Combination Location of maximum onspan 6015ft Location ofmaxlmumonspan = 0.000 11 Span P where maximum occurs Span# I Span P where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.308 in Ratio = 624 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.545 in Ratio = 352 Max Upward Total Deflection 0.000 in Ratio = 0 <iSO Overall Maximum Deflections Load Combination Span +0+1 1 Vertical Reactions Load Combination Support I YrerslI MAXimum 5.069 Overall MiNimum 1.582 D Only 2,637 +0+1 6.069 40+Lr 2.637 Max. -Den Location in Span load Combination 0.5450 7.533 Support notation Far left G 41 Support 2 3.911 1.009 1.682 3.911 1.682 Max. '+ Dell Location in Span 0.0000 0.000 Values in KIPS Maximum Shear Stress Ratio Section used for this span Iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.SCE 1 402 119.75 psi = 180.00 psi 4DL 0.000 ft Span # I Location in Span Load Combination 2.847 Support notation: For left Is #1 Load Combination Span Max. Dell D+L 1 0.0463 Vertical Reactions Load Combination Support I Support 2 Overall MftiXinflim 3.662 2.346 Overall MiNimum 1.045 0.689 0 Only 1.742 1.148 sD+t. 3.662 2.348 +D+Lr 1.742 1.148 +0+S 1.742 1.148 +O-+0.7501.00.7501. 3.182 2.048 Max.'+' Dell Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Pmect Descc Project ID: 14288 Danielson Street Suite 200 Wood Beam r. Kw..O6fltr1-S . - tW -- ---LitenseeHTKSTRtJCThRArFNCtP4FERS Descnpticn: HS. Second Floor 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 850.0 psi Load Combination ASCE 7-10 Fb - Compr 850.0 psI Fc - Prtt 1.400.0psi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade :No. 1/No.2 Fv 180.0 psi Ft 500.0ps1 Beam Bracing : Completely Unbraced E: Modulusof Elasticity Ebend- xx 1 00O.0ksi Eininbend - 580.0 ksi Density 31 .570pc1 LlI.4'.l 4 DW.275 8 I, 4x12 Span = 6.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D=0.2750, L=0.280, Tributary Width :1.oft Pornttoad: D=1.188, L=1.440k1.5Oft DESIGN SUMMARY Maximum Bending Stress Ratio 0.854 1 Section used for this span 4x12 Ib: Actual 794.86psi FS : Allowable 930.49 psi Load Combination +D+L Location ofmaximumonspan 1.839ft Span # where maximum occurs Span #1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Max Downward Transient Deflection 0.024 in Ratio = 2985 Max Upward Transient Deflection 0.000 In Ratio z 0 <380 Max Downward Total Deflection 0.046 in Ratio= 1554 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Pb-Tension 2.900.0 psi Fb - Compi 2.900.0 psi Fc - Prll 2.900.Opsi Fc-Pe,p 750.0 psi Fv 290.0 psi Ft 2O25.0 psi E Modziiusof Elasticity Eband xx 2,000.Oksi Eminbend.xx 1.016.54ksi Density 32.210pcf Maximum Bending Stress Ratio 0.2831 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span lb : Actual = 1 ,274.33ps1 Iv : Actual FB:Atiowable 4501.16psi Fv:Allowable Load Combination +D+0.70E Load Combination Location of maximum on span = 14.41311 Locetion of maximum on span Span # where maximum occurs Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.559 in Ratio = 429 Max Upward Transient Deflection -0.116 in Ratio 308 <eo Max Downward Total Deflection 0.498 in Ratio = 481 Max Upward Total Deflection -0.110 in Ratio = 326 0.200:1 5.25x11.875 92.86 psi = 464.00 psi +DO.70E = 20.000 ft Span #1 Pro Title: Engineer: Prect Der. Project ID: 14288 Danielson Street Suite 200 Poway. CA 92064 WoOd Beam 1 LIAR r6 94?AM tin 51O8F-0t5J01it5.95i-1ALcUt-1irtOU$E2-lLS-T,E00 cuERCLC, INC. 198331S. 6.15. 125. Vri5.I5.12.t Oescnpb.... Beam at shear waft 2.CO 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 Load Combination ASCE 7-10 Wood Species !Level Truss Joist Wood Grade : Parallam PSI 2.0E Beam Bracing Completely Unbraced E(5.403) 0(0.1280) E(5.403) O(O.0091O)UO.02601 ,. V 251 1.67$ s:25a 1.815 Span =20.0 ft Span = I .50 it Applied Loads Service toads entered. Load Factors will be applied (or calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans• D = 0.0140, 1 = 0.040 kaf. Tributary Width = 0.650 ft Partial Length Uniform Load: D = 0.1280 k/It, Extent= 14.50 —>>2150ft Point Load: E = 5.403k. Starting at: 14.50 ft and placed every 0.0 ft thereafter Load for Span Number 2 Point Load: E5AO3kr1.50ft DESIGN SUMMARY Overall Maximum Deflections Load Combination Span Max. - Deft Eonly 1 0.5590 2 0.0000 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 1.081 9.725 Overall MiNimum -0.001 0.040 Location in Span Load Combination 10.950 10.950 E0niy Support notation Far left is #1 Suppor13 Max. DeS Location in Span 0.0000 0.000 -0.1164 1.500 Values in lOPS et M = V 25 (p v c;z7S •: '4 -. 11/4/2015 -. Design Maps Summary Report - US13S Design Maps Summary Report User—Specified Input .eport Title Carlsbad Lagoon Beach Homes Wed November 4, 2015 18:13:53 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.146810N, 117.343330W Site Soil Classification ,Site Class D - "Stiff Soil" * isk Category I/fl/Ill l_i 8Igm Vista 4 Oc?anse J * 4 ' tjrlstrd - tv -- 4 .. *** iI - S - '4 2O15MapQust some dtO1S'Op øMapQu*d USGS—Provided Output, = 1.162 g Sms,= 1.203g Sos = 0.802 g 0.446 g SM1 = 0.693 g Sol = 0.462 9 For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) a n d deterministic ground motions in the direction of maximum horizontal response, please return to th e a p p l i c a t i o n a n d select the "2009 NEHRP" building code reference document. MCEIt Response Spectrum Design Response Spectrum 1.43 - 0.90 ro 0.00 P -1 I I I o.0 I I I I 0.00 0.0 0.4ü 0.0 uao 600 1.0 1.40 1.50 1.90 Z.00 0.00 0.0 0.40 0.60 0.90 1.00 lW 1.40 1.50 LOU 2.00 Period. 1 (sec) Period, T (sec) For PGAM, T1, CKSI and CR, values, please view the detailed reo. 1/2 ANI ALL S(Co4, p T - - 0 S1): .1 2-2 F- - 602 c V - •)L1 :\t ic ) C) __ R te7 4 c L5 - al 2 ZCP ( 61 HOUSE2 ROOF FRAMING PLAN 8E. .?-' HOUSE2 3RD FLOOR FRAMING PLAN GCALE 2 0' cH YZttS ' .4 C L\z LI Li3 92-Z Vw E' -R tKf V ?4- C-kOf2t?,C(0 k t' 2I— v S,C SC. *Sk)/2 \ ( -vs') -2 (C 512- NS (f)i4-t- S\b H V C2 /(ef2 - tA-.'- ot((2 Vs: Cs2 )Li)'. t(D R 2ASS Z4 cxsc 2A -2 Vs (4 k+i2 V) 1(3 c,G?cQ r, V) 2 - (212 V ' - 24 L3 Av (JL\1 €€ 3cYk4 P Vs q 2 G c Vs\S2& -t Lzf2 2s' <\t* CA V - ' 3(0 C) S •' ct-tu' -& L-Ti L V21 Wr AY' -t-T 2 \ \4 2j3 v 3,qct (e4ct IZ VmczL •_4 L IL , 2:02 L SS sTh -44 q42* {U- 2 V k . :... .c 1cq+.$) Lq2 1.c2' _____ :L j0ç) 2. (D4+ sç lk s, k cc\ 9Z L' çt . . I L-5l ZWPtA L) Q 1 1- iI Vu%J LQCJ,SI2)* _l )(): 333,2Z - glc) L&- fC (A 91 -' -1--- 7 FrT 1 TTTi/ tjC) A /J . tILL L/'3 4,0 c9c'1 CfriT I £vt'Z tyf~1,_1w_. vT i/ 29733 qi m ow /7h7 I L / m 07M7 All (t 17Q Ile- 24 —2 f4-,:-' * S 4 tCCSe4 \/Q.4 (p Q44p 3t Y 2 —2 V - 2 &Wz* ij2C) = B4cc L S.S uIvr= A24( .a D- V4bfe ?32 " L 1/Ltø fvç 1/ 3CQ.t 'cc . . 4, Cktk_R kAt' 3(2 D J I?D 4(' .. @PL 4_ Q_ 2 )2 S AY( (\j.y eo Q I)2t. 9, Q \2 L -- Li 82, S _Lk' • c tCc z Project Title: Engineer. Project Descr Project ID.- 14288 Danielson Street Suite 200 Poway, CA 92064 Concrete Beam Fit tiSa0lthtOaRL-tt2O1SJo-1lt5951-1tC'J.-1sl0uS52-ecAlJ5-t,Ec5 lERC1kC. $C. 1963.15. Btf5.15i2.9.Ver6.I5.12S Description: tooting-WaS CODE REFERENCES Calculations per ACt 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 2.50 ksi di Phi Values 1r 1'c */.bU fb.Upst lDensIIy 145.0pc1 01 X LtWtFactor 1.0 Elastic Modulus = 2,880.95 k& Fy-SVmjps = fy - MainRebar = 60.0 ksi E. Stirrup Stirrup Bar Size #= E . Main Rebar = 29,000.0 ksr Number of Resisting Legs Per Stirrup Load Combination ASCE 7-10 Beam is supported on an elastic foundation. Sod Suborade Modulus = 250.0 Flexure: 0.90 Shear: 0.750 0.850 40.0 ksi 29,000.0 ksi 4 3 2 0.Ot ito I' ut Ott 451Lt1.8) 24' w* 18'h Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 18.0 in Span #1 Reinforcing.... 345 at 3.0 In from Bottom, from 0.0 to 20.0 it in this span 345 at 3.0 in from Top, from 0.0 to 20.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Uniform Load: D = 0.5712. L = 0.040 kilt. Extent = 0.0 ->> 10.50 ft. Tributary Width = 1.0 it Moment: E = -87.454 k-ft. Location = 8.0 it from left end of this span Point Load: D1.450, L1.680k@10.50ft Uniform Load: D0.05D, L = 0.040k1ft, Extent 10.50->> 16.01!. Tributary Width =1.0ft Point Load: 0 = 0.950, Lr = 0520. L = 1.170k 4.50 It, (88) DESIGN SUMMARY Maximum Bending Stress Ratio 0:1 Maximum Deflection Section used for this span Max Downward L+Lr+S Deflection 0.007 in Mu: Applied 0 k-ft Max Upward L+Lr+S Deflection -0.252 in Mn • Phi: Allowable 0 k-ft Max Downward Total Deflection 0.043 in Load Combination Max Upward Total Deflection -0.157 in Location of maximum on span 0 it Span # where maximum occurs 1 Maximum Soil Pressure = ksf at ft Cross Section Strength & Inertia Top & Bottom references are for tension side of section Max Mu (k4t) Phi'Mn (k-fl) Moment of Inertia (in4) Cross Section Bar Layout Description Bottom Top Bottom Top I gross icr - Bottom Icr. Top Sectioni 3.#5t3drls',3.#5 Co, th3'. 0.00 0.00 64.59 64.59 11,664.00 1.56386 1,563.86 - ' V 4k 2- C,jA • . 'Design-Rail® - GlassInfihl 11/26/2014 '54 Page 1 of 26 Nov-2014 Feeney,'Incl.. 2603 Union Street . . . . - V Oakland; CA 94607 SUBJ FEENEY DESIGN-RAIL® V . A RAILINC WITH GLASS INFILL SYSTEMS SERIES 100, 150,200,300,350 AND '44)9 SERIES-SYSTEMS . The Design-Rail System(DRS) utilizes aluminum extrusions and tempered glass infihl to construct building guards and rails for decks, balconies, stairs, fences and similar locations The system is intended for interior and exterior weather exposed applications and i . sl suitable for use in all natural environments The DRS may be used for residential, commercial and industrial applications The DRS is an engineered system designed for the following criteria The design loading conditions are: . On Top Rail: Concentrated load'= 200 lbs any direction, any location Uniform load =50 plf,:any direction perpendicular to top rail RECEIVED icket V On In-fill Pickets' Concentrated load =. 50# on one sf. . APR 0 6 O16 V Distributed load =25 psfon area ofin fihl, including: spaces - Wind lóadis.not significant on picket intull. CITY OF CARLSBAD Refer toIBC Section 1607.7.1 for loading..' . BUILDING DIVISION V The DRS system will meet all applióable requirements of the 2006, 2 .009 and 2012 International V Building Codes, Florida Building Code, California Building Code land Aluminum Design Manual Wood components and anchorage to wood are designed in accordance with the National DignSpecificatiOn for Wood Construction. V ..• . . Edward Robison, PE. ReWewed V DRovlewedasc,mcted ReJectedV DRevie. and RethmI 135ubñS, on . This review te anl fbo1flóAer uilbimaate . . with the design ': an 9enera1 compliance with the kifbñnalion .gIn in the COfltrect Documents, Corrections. or V . comments made on the shop drawings 'dwtng this review, do not relieve lcontractor from • compliance with the requirements of the plans . V . and spedficatioas, Review of a. specific item shall not: 1ndde review of an assembly Of which the Item. Is a component Contractorts • responsible for dimensions . to. be confirmed and Correlated at'the jobsite Iniennatlon that V • pertains solely to the fabrication processes or to the moona methods, tethn14uea sequences lof V and procedures of construction; coordiflalion the Work of all trades; and for perfonalag all - .. . wock'eeandaaUsfac1 mannw.' EDWARD C. ROSISON, PE I1TK STRUCTURAL EWPJ?S 100l2CrevistànDrNW 'V Gig Harbor, WA 98329. Dater 253858-0855117ax 253858-0856. elrobison@narrows.cOm 4 A 1k Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 2 of 54 Contents:Page Contents Page Typical Installations 3 Series 100/150 Top Rail to Post. 31 Load Cases 4 Intermediate Bottom Rail Post ' 31 Standard Post 5 Intermediate Post Fitting 100/150 32 450 Corner Post 6 . Series 200 Top Rail . . 33 •. Connection to Base Plate 7 ,. Series 300 Top Rail . 34 Base Plate Design 5"x5"018" .7 -9, ' Series 350 Top Rail .35 Base Plate Anchorage . . 8 Series 400 Top Rail 36 Offset Base Plate . 8 Top Rail Vertical Load Sharing 37 Narrbw Base Plate 3"x5" 9 '' Glass Infihl InseTt . . . 38 6 Screw Pot :' . - . 10-11 . Top Rail to Post Coniiection . 39 6 Screw 450 Corber Post 12 * Top Rail Splices . :- 40, Base Plate Mounted to Wood 13 F Intermediate Rail 41 Base Plate Mounted to Concrete ' 14 Mid Rail , ' 42 Core Mounted Posts- 15 f ', Glas&Infill Bottom Rail . 43 Fascia Bracket .,. . - . 16 —20 ..' Post Rail Connection Block 44 ' Fascia Mounted Post 21 -24 Wail Mount End Caps 45-46 Stanchion Mounts ' . ' 25- 26' Grab Rail Bracket . 47-48 . Stanchion Welded to Base Plate 27, Glass Strength-lnfill . - . 49-52 4 Pool Fence/Wind Fence - " 28 •- Wind Loads on Guards ' . 53 Series 100 Top Rail - 29 , Lag Screw strength, . 54. Series 15 Rail 30 (nnI CA -) 42123 UCEKSLO rnwAunr 819 E-DWARD r_* ENGMER , ROSWH 0 a OREGON EXP 04/30/2016 EXP 12/31/2014 oESSI &/0/2014 - C. 0 '0 4DWARD C. 081.007077 FIRM #F-I EXP1ZI31/ZO1S . . -. . OF 10 WkSON STRUCTURAL No. 49757 9129 088030 - , ' EDWARD C. ROBISON, PB. - 10012 Crev ston Dr NW - - - Gig Harbor, WA 98329 . . . . s 253-858855IFax 253-858856 ebobison@naows,corn - p ... • ' - , - . . , 't 5- - Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 3 of 54 TYPICAL INSTALLATIONS: Surface mounted with base plates: 3/8" mounting hardware depends on substrate refer to calculations for hardware specifics. Residential Applications: - Rail Height 36" above finish floor. Standard Post spacing 6' on center maximum. Bottom rail intermediate post recommended for post spacing over 5', see page 28. All top rails Commercial and Industrial Applications (6 screw post to base plate): Rail Height 42" above finish floor. Standard Post spacing 5' on center maximum. All top rails Pool Fence/Wind Fence (6 screw post to base plate) 3.64' post spacing, 4' post height —25 psf wind load 2.33' post spacing, 5' post height - 25 psi' wind load 4' post spacing, 5' post height— 14.5 psf wind load Core pocket /embedded posts fascia bracket or stainless steel stanchion mounted: Residential Applications: Rail Height 36" above finish floor. Standard Post spacing 6' on center maximum, series 100, 150 and 400. 8' on center Series 200, 300, and 350. Bottom rail intermediate post recommended over 5', see page 28. Commercial and Industrial Applications: Rail Height 42" above finish floor. Standard Post spacing Yon center maximum, series 100, 150 and 400 6' on center Series 200,300, and 350. Bottom rail intermediate post recommended over 5', see page 28. Pool Fence/Wind Fence 5.23' post spacing, 4' 0" post height - 25 psf wind load (3/8" glass) 4' post spacing, 5' post height - 20.9 psf wind load (3/8" glass) EDWARD C. ROBISON, FE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 4 of 54 LOAD CASES: Rail Dead load = 5 Of for 42" rail height or less. Loading: / Horizontal load to top rail from in-fill: 1SF or 50 lf p 25psf*H12 Post moments 1SF M1 = 25 psf*H*S*w2 = =123*S*H2 / WIND LOAD w pst For top rail loads: on face area M=2OO#*H LL2SPSF entire area M = 50p11*S*H U]ClU&ng spaces For wind loads: Mw = 035*S*w*H2 For guards with glass mull wind loads may control the glass, post and anchorage design and must be evaluated based on the project conditions. Wind load capacities herein must be compared to the site specific wind loads. EDWARD C. ROBISON. PE 10012 Creviston Dr NW Gig Harbor, WA 98325 253-858-0855/Fax 253-858-0856 efrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 8 of 54 Base plate allowable moment M,u =24ksi 00.117in3 =2,812" -' Base plate bending stress T0 =C M=0.8l25"T5 '2 Ta11= 2,812 1,730' 2•O.8125 Maximum post moment for base plate strength Mat1 = 2 • 1,730 4.375" = 15,142'" Limiting factor = screws to post Mwt •2.28"=24,232'" M11=2 • 2,293' • 2.28" = 10,456" For factors of safety refer to Aluminum Design Manual Section 5.3.2.1 and SEI/ASCE 8-02 section 5 AL TUBE flON WASHER x5x3/8 BASE 'LATE E PLATE SCREW —3/8 BOLT BASE PLATE ANCHORAGE 3/8" mounting hardware depends on substrate, select appropriate fasteners for the substrate to provide the required strength. T1,=10,456 = 1,195' 2•4375", adjustment for concrete bearing pressure: a = 2*1 ,1951(2*3000psi*4.75") = 0.087" T'n,= 10,456 1,206' 2 • (4.375"-0.087/2) For 200# top load and 42" post ht T200 = 8,400 =960# 2*4.375" For 42" post height the maximum live load at the top of the post is: = 10,456"/42" = 250' For 50 p11 live load maximum post spacing is: Srnax = 2501V/50 pif = 5.0'= OFFSET BASE PLATE Offset base plate will have same allowable loads as the standard base plate. Anchors to concrete are same as for standard base plate. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobjson@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 7 of 54 CONNECTION TO BASE PLATE Failure modes - screw tension screw shear -, screw withdrawal. For screw withdrawal see ADM 5.4 W =23 • e • d • r e = full thread engagement = 1" d = max root diameter = 0.248" minor = 0.185" Base plate to post screws are AISI 4037 steel alloy fabricated in accordance with SAE J429 Grade 8 and coated with Magm 550 corrosion protection. =20 ksi W = 2/3 • 1" • 0.248" • • 20' W=1039k W'=10.39 =3.46k 3.0 Safety factor Screw tension - TY = 0.0483 j2 • 110 ksi = 5314 V, = 0.0483* 45ksi =2,174# OL}483 major root area. 0.0376 = minor root area Fj=0.0376 • 150 ksi =5640# Safety factors for screws calculated from SEIIASCE 8-02 Section 5 LRFD factors For yielding SF = 1.6/0.75 = 2.13 - 5,314*/2.13 = 2,495# For fracture SF = 1.6/0.65 = 2.46 - 564012.46 = 2,293* Shear strength For fracture SF = 1.6/(0.9*0.75) = 2.37 - 5,640/2.37 =2,380* BASE PLATE DESIGN Base plate bending stress F=24 ksi —S=5"'3/82_=0.117in3 6 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eIrobison@narrpws.com Feeney Design-RA -Glass InfihI 11/26/2014 Page 6 of 54 45° Corner Post 6005-T5 or 6061 J6 Post Section Properties Area 1.355" 1= 1.120 in4 1YY = 1.742 j4 S=0.812in S= 0.900 in3 0.975 in r= 1.175 in J= 1.146 in k = I for all applications Allowable bending stress ADM Table 2-22 Si= LB Sc La°0.900 = 05 v'(IJ) 0.5N/(1.120*1.146) =1.58 LB for LB &j4=92"-*Fca=21ksi 1.58 for L5 > 92" FCB= 2.39-0.24(158 LB)112 Mali = 0.812 • 19i = 15,428,1" = 1286'ft Connection to base plate Post uses standard base plate EDWARD C. ROI3ISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 Feeney Design-Rail® - Glass Infihl 11/26/2014 STANDARD POST - 2-3/8" Square Post Strength 6005-T5 or 6061-T6 2.375" square with 0.1" wall Post -Area 0.995" I= Iyy = 0.863 j4 S =0.726 in3 r= 0.923 in J=0.98in k ~ 1 for all applications Allowable bending stress ADM Table 2-22 Si = LB Sc = LB • 0.726 = 1.58 L 0.5/( I)? 3) 0.5k0.863*0.98) for LB 146 = 92" - FCB =21 ksi 158 for LB > 92" FCB= 2.39-0.24058 LB)112 Page 5 of 54 POST EXTRUSION ACTUAL SIZE M1 = 0.726 • 19ksi = 13,794 " = 1,1490ft For posts directly fascia mounted with 3/8" bolts through post: Reduced strength at bolt hole: Bending perpendicular to bolts Sred f 0.6026 in3 Ftb J 21 ksi at reduced section Mrd = 21 ksi *0.6026 in3 = 12,655"# For bending parallel to bolts: = 0.564 j3, Af = 0.125*1 752 = 0.439 in2 Fth =21 ksi at reduced section Mnd = 2lksi *0.564 j3 = 11,844"# To allow for shear stress from bolt bearing on post limit moment so that: M/ll ,844 +[(T,0iJO.439)/l2O00]2 < 1.0 For example if bolt tension = 2,000# the maximum allowable moment is: Ma = 11.0-[(2000/0.439)/12000]21* 11,844 = 10,137"# EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com Feeney DesignRaila - Glass Infihl 11/26/2014 NARROW BASE PLATE 0.31000THRU .'D.53OOØc82 The narrow base plate attaches to the post TIM 4 PLACES with the same screws as the standard base I plate. For long dimension perpendicular to the guard 11 the bolt loads may be assumed as the same as for the standard 5x5 base plate. © For base plate oriented with the long L4 dimension parallel to the guard the design anchor load is; L2.2 T = 10,500/(22.8") = 1,875# Page 9 of 54 O.W60' RADIUS CORNER FILLET. 1YP. 0.375O ALUMINUM 8ASEPLATE MATERIAL OA375' 7l1 6'øJ THRU, T'VP. 4 PLACES EU When attached to steel with 3/8" bolts the NARROW POST BASEPIATE-TOP ELEVATION SCALE12 narrow base plate may be oriented in either direction. When attached to wood with the base plate oriented with the long dimension perpendicular to the guard there is no reduction in load with the lag screw sizes as calculated on page 10. When attached to wood using lag screws with the base plate oriented with the long dimension parallel to the guard the allowable load per post is multiplied by 0.7. For example if the base plate is attached with 6" lag screws on a weather exposed deck the maximum post height is reduced to: H = 0.7*42" = 29.4" When attached to wood using 3/8" hex bolts with the base plate oriented with the long dimension parallel to the guard the allowable load per post is the same as for the standard base plate provided that a base plate is used under the nuts with washers. When installed to concrete the anchors shall be custom designed for the imposed loads based on the actual conditions of the proposed installation. The standard concrete anchor design shown herein for the 5x5 base plate may not be used because the anchor spacing is inadequate. 6 Screw Variant Base platà may be modified for use with the 6 screw post. The baseplate to post when installed with the 6 screws will have the same strength as the standard baseplate with 6 screws. Baseplate anchorage must be designed based on the actual post loading. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 efrobison@narrows.com Post -Area 1.1482" 0.1000' I= 0.9971 in4 lyy = 0.8890 in4 0.2130" S, = 0.8388 j3 Syy = 0.7482 0.9319 in ryy = 0.8799 in J=0.986in k 2s 1 for all applications Allowable bending stress ADM Table 2-22 Fth=19kSi Sj = LB Sc = LB '0.726 1.551 LB 0.57[ _1y J] 0.5*i/[0.889 '0 .986] for LB 146=94.1" - Fc=21 ksi 1.551 for LB > 94.1" FCB= 2.39-0.24(1551LB)112 Strong axis bending (typically perpendicular to rail) Maji = 0.8388' l9k9i = 15,937 N" = 1,328.14 Weak axis bending (typically parallel to rail) M,,j1 =0.7482 • l9ksi= 14,216#"= 1,184.65'# Fééney Design-Rail® - Glass Infihl 11/26/2014 SIX SCREW POST - 2-3/8" Square Post Strength 6005-T5 or 6061-T6 Page 10 of 54 1.9500' 0.9750" -1 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855fFax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page II of 54 SIX SCREW CONNECTION TO BASE PLATE Screws are the same as for the standard 4 screw connection. Screw embedment length into the screw slots is adequate to develop the full screw tension strength. Use same screw tension strength as used for the four screw connection: Ta = 2293# per screw Va9l7# per screw Vdes = 6*917 = 5,502# limiting shear load on post so that screw shear stress doesn't reduce the allowable tension: V0.2 = 02*5,502# = 1,100# Base plate thickness and strength same as for standard post. Allowable moment on the posts based on screw tension strength: Strong axis bending - Mb =3 screws*2,293#*2.38" = 16,372"#> 15,937"# 6 screw connection will develop the full post strength. Weak axis bending - * Mbase = 2 SCrCWS*2293#*2381+ 2 screws*05*2,293#*2.38"I2+ = 13,643"#:r. 14216"# 6 screw connection won't develop the full post strength for weak axis bending. LIMITING POST MOMENTS FOR SIX SCREW CONNECTION: STRONG AXIS BENDING MA = 15,937"# = 1,328.1'# WEAK AXIS BENDING MA = 13,643"# = 1,I369'# Connection strength to the narrow baseplate when made with the 6 screws will be the same. EDWARD C. ROBISON, PE 100 12 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Six Screw 450 Post 6005-T5 or 6061-T6 Post Section Properties Area 1.338" In = 1.2940 in4 IYY = 1.7507 in' S = 0.8755 j3 S, = 0.9047 in3 r,= 0.9834 in r = 1.1438 in J= 1.148 in k 1 for all applications Allowable bending stress ADM Table 2-22 Fm19ksi Si = LB Sc = L • 0.9047 = 1.48 LB 0.5 I,J 0.5 1.294 • 1.148 for LB 14 = 98.35" - FCB = 21 ksi 1.48 for LB > 92" FCB= 239-0.240.48 L0112 For bending that is typically perpendicular to the rail: Maii = 0.8755 • J9k8i = 16,635 I`=1,386.2ft Feeney Design-Rail®— Glass Inflhl 11/26/2014 Page 12 of 54 Connection to base plate uses custom base plate with special screw pattern: Screw strength same as previously calculated. For outward force- Mb,se =2 screws*2293#*2.7 18"+1*2.333*(2333/2.7 18)*2,293 = 17,057'°#> 16,635"# For inward force: Mb = 1*2,293#*2.763"+2*2.243*(2.243/2.763)*2 293 = 14,686"# < 16,635"# For inward force the screw strength limits the post moment to 14,686"# Base plate strength same as previously calculated: EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855IFax 253-858-0856 elrobison@narrows.com 3®' x 4'S5 lAO SCREWS 4 0 EACH POST LOCA11ON 2) 28 8LOCKINO Feeney Design-Rail® - Glass Inflhl 11/26/2014 Page 13 of 54 BASE PLATE MOUNTED TO WOOD - SINGLE FAMILY RESIDENCE 36" GUARDS For 200# top load and 36" post height: M = 200#*36" = 7,200"# T200= 7,200 823# 2*4.375" Adjustment for wood bearing: Bearing Area Factor: RUSHM FU Cb = (5"+0.375)/5" = 1.075 a = 2*823/(1 .075*625ps1*5")= 0.49" T = 7,200/[2*(4.3750.49I2)]= 872# Required embed depth: For protected installations the minimum embedment is: le = 872#/323#/in = 2.70": +7/32" for tip = 2.92" For weather exposed installations the minimum embedment Is: = 872#I243#/in = 3.59": +7/32" for tip = 3.81" FOR 36" HIGH WEATHER EXPOSED INSTALLATIONS USE 5" LAG SCREWS AND INCREASE BLOCKING TO 45" MINIMUM THICKNESS. 42" HIGH GUARDS For 200# top load and 42" post height: M = 200#*42" = 8,400"# To=8.400 960# 2*4.375" Adjustment for wood bearing: a = 2*9601(1.075*625psi*5")= 0.572" T = 8,400/[2*(4.3750.572/2)]= 1,027# Required embed depth: For protected installations the minimum embedment is: le = 1,027#/323#/in = 3.18": +7/32" for tip = 3.40" 43" minimum lag length. For weather exposed installations the minimum embedment is: le = 1,027#/243#/in = 4.23": +7/32" for tip = 4.45" FOR 42" HIGH. WEATHER EXPOSED INSTALLATIONS USE 6" LAG SCREWS AND INCREASE BLOCKING TO 5.5" MINIMUM THICKNESS. 3/8" Stainless steel bolts with heavy washers bearing on the wood may be used through the solid wood blocking with a minimum 3" nominal thickness. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrpbjson@namws .com Feeney Design-Rail® - Glass Infihl 11/2612014 Page 14 of 54 BASE PLATE MOUNTED TO CONCRETE - Expansion Bolt Alternative: Base plate mounted to concrete with ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete anchors with 3" effective embedment. Anchor strength based onESR-2427 Minimum conditions used for the calculations: f' ? 3,000 psi edge distance =2.25" spacing = 3.75" -1 h =3.0": embed depth For concrete breakout strength: Nb = [ANcg/ANcoJ ed,Nq3c,N cp,NNb AN,-a= (1.5*3*2+3.75)*(l 5*3+2.25) = 86.06,in2 2 anchors AN,=9*3Z=81in2 Ca.mjn = 1.5" (ESR-2427 Table 3) Cac = 5.25" (ESR-2427 Table 3) (pedN=i.O = (use 1.0 in calculations with k = 24) q,,r.i= max (1.5/5.25 or 1.5*3"/5.25) = 0.857 (Ca.mjn :5Cac) Nb = 24*10*,/3000*3 01.5 = 6,830# Nb = 86.06/8 1* 1.0* 1.0*0.857*6,830 = 6,219:s 2*4200 based on concrete breakout strength. Determine allowable tension load on anchor pair Ts = 0.65*6,219#/1 .6= 2,526# Check shear strength - Concrete breakout strength in shear: Vcb = (1.5*3*2+3.75)*(2.25*1.5) = 43.03 A0 4.5(Ca1)2 = 4.5(3)2 = 40.5 pv= 1.0 (affected by only one edge) (1)c,V= 1.4 uncracked concrete (ph,v v'(1 .5Cajlha) = Vl 5*3/3) =1.225 V1, [7(leda)02V"da]kVf'c(Cai)15 = 117(l.625/0.375)02\41.37511AW3000(3.0)I 5 =1,636# VCb = 43.03/40.5*1.09 .4*1.225*1,636# = 2,981# Steel shear strength = 1,830#*2 = 3;660 Allowable shear strength øVN/1.6 = 0.70*2981#/1.6 = 1,304k Shear load =250/1,304=0.19 0.2 Therefore interaction of shear and tension will not reduce allowable tension load: Ma= 2,526#*4.375" = 11,053"#> 10,500"# DEVELOPS FULL BASEPLATE MOUNTING STRENGTH. ALLOWABLE SUBSTITUTIONS: Use same size anchor and embedment Hilti Kwik Bolt TZ in accordance with ESR-1917 Powers Power Stud+ SD2 in accordance with ESR-2502 Powers Wedge-Bolt+ in accordance with ESR-2526 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com VWL GW Ftft BI.A1t PAP.T .we øA1 C PT .1oe3t704 - EXISTING CONCRETE 10,000 PSI NON—SHRINK GROUT Feeney Design-Rail® - Glass InflIl 11/26/2014 k Page 15 of 54 CORE MOUNTED POSTS Mounted in either 4"x4"x4" blockout, or 4" to 6" dia by 4" deep cored hole. Minimum hole diameter = 3 3/8" Assumed concrete strength 2,500 psi for ___ 2-3/8" SQ POST existing concrete' fIIM (6005—T5 ALLOY) BLOCKOUTOR Max load- 6'•50p1f=300# CORED HOLE M = 300/I042" = 12,600"# Check grout reactions From Mpt=0 Pu = I2,600"# + 300# • 333" = 5,093# 2.67" fBrnm = 5093#•2 • 1/0.85 = 2,523 psi post to grout 2"•2.375" fBcoac = 2523 • 2"/4" = 1,262 psi grout to concrete Minimum required grout strength: f'c = 1.6*2,523/0.75 = 5,400 psi Core mount okay for 6' post spacing Posts may be mounted in core holes 3-3/8" diameter minimum. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eirobism-@--wdrrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 16 of 54 FASCIA BRACKET . Allowable stresses ADM Table 2-24 6063T6 Aluminum r Ft 15 ksi, uniform tension Fc = 10 ksi, flat element bending Ot AV Section Properties III Ill I F!Ill Area: 2.78sq1n Perim 28.99 in iii UI I 1I J, 19 in4 111111 I II i • I 5.453 in4 F I!I C..:1975 in/1353 in C 2.954 in 1.981 m3 front S,2892m3 - S 1.846 in3 2.7813 V .2.41 V - .4 0.1875 • 10 00 I 1.75 2.41 V V• V EDWARD C. ROBJSON,PE 10012 Crev ston Dr NW - Gig Harbor, WA 98329. V . 253-858-0855fFax 253-858-0856. e1robison@narrows.com V V V • . V - V • . • V Feeney Design-Rail® - Glass Influl 11/26/2014 Page 17 of 54 Allowable moment on bracket: Ma = Ft*S Mam = 15 ksi*1.981 in3 = 29,175"# - Outward moment Mayy =15ksi*1.846in3 =27,690"# Sidewise moment - - Flange bending strength Determine maximum allowable bolt load: 0 Tributary flange -' 04375 bt= 8t = 8*0.1875 = 1.5" each side of hole . 1 b=1.5"+1"+O5"+l.75"=4.75" I S= 4.75"*0.18752/6=0.0278 in3 Maf = 0.0278 jn3*20 ksi = 557"# Allowable bolt tension T=Maf/O.375= 1,485# 3/8" bolt standard washer 101 For Heavy washer T=Mar/0.1875= 2,9714 Typical Installation - Post load = 250# at 42" AFF - Top hole is 3" below finish floor T.p = (250#*(42"+ 9")/6"]I2 bolts = 1.062# tension Tba = [250#(42"+2")/6"]/2 bolts = 917# tension For lag screws into beam face: 3/8" lag screw - withdrawal strength per NDS Table 11.2A Wood species - G ~t 0.43 - W = 243#/in Adjustments - Cd = 133, Cm = 0.75 (where weather exposed) No other adjustments required. W' = 243#/in9 33 = 323 Win - where protected from weather W'= 243#/in" 1 •33*Q•75 = 243#/in - where weather exposed For protected installations the minimum embedment is: le = 1,062#/323#Iin =3.29": +7132" for tip =3.50" For weather exposed installations the minimum embedment is: = 1,062#/243#/in = 4.37": +7/32" for tip = 4.59" EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass mull 11/26/2014 Page 18 of 54 Fascia Brackets Single Family Residence installations to wood deck: .. t4to 014X V0V W.AV (1211 INtONI) rr "1i1 \tM GA. PA#tr . . (4) x 3-Vt LAS WT *I05 'r 1211 2) , rl.A1 MP,' CRB' PART ........ tOJa41 6 C't L1R.& ®4 JT - Typical Installation - Post load = 200# at 36" AFF - Top hole Is 3" below finish floor Tup = [200#*(36"+ 9")/6"]I2 bolts = 750# tension Tb.t= [200#(36"+3")/6"]/2 bolts = 650# tension For protected installations the minimum embedment is: le = 750#I323#Iin = 2.32": +7/32" for tip = 2.54" For weather exposed installations the minimum embedment is: le = 750#I243#/in = 3.09": +7/32" for tip = 331" Requires 3-1/2" minimum wood thickness (4x) 4" lag screws are acceptable for installation on residential decks with 36" rail height. Backing may be either built-up 2x lumber or solid beams. Typical Installation - Post load = 200# at 42" AFF - Top hole is 3" below finish floor T,, = [200#*(42"+ 9")I6"]/2 bolts = 850# tension Ti3O = [200#(42"+3")/6"]/2 bolts = 750# tension For protected installations the minimum embedment is: = 850#/323#/in = 2.63": +7/32" for tip = 2.85" Requires 3.5" lag screw For weather exposed installations the minimum embedment is: le = 850#/243#/in = 3.50": +7/32" for tip = 3.72" Requires 4" lag screw Requires 4-1/2" minimum wood thickness (triple 2x) EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@naffows.com Feeney Design-Rail® - Glass Infihl 11126/2014 Page 19 of 54 6 BOLT ALTERNATIVE: 5" bracket length Anchor tension may be calculated from EM about the * - - end of the bracket with anchor load proportional to distance from the edge of bracket i— -o 0 IM Mg - 4*T*2+232/4$*T*2 - 1 o + 12/45*T*2 Mg 1122T T=M5111.22 0 Typical Installation - Post load = 250# at 42" AFF - Top hole is 3" below finish floor = [250#*(42"+ 7")J/1 122 = 1,092# tension T,,0 = [250#(42"+2")]/11.22 = 980# tension For lag screws into beam face: - 3/8" lag screw - withdrawal strength per NDS Table 11.2A Wood species - G > 0.43 - W = 243#/in Adjustments - Cd = 1.33, Cm = 0.75 (where weather exposed) No other adjustments required. W' = 243#/in* 1.33 = 323 Win - where protected from weather W'= 243#/in*1 33*075 = 243#/in - where weather exposed For protected installations the minimum embedment is: It = 1,092#/323#Iin = 3.38": +7/32" for tip = 3.60" For weather exposed installations the minimum embedment is: le = I ,092#/243#/in = 4.49": +7/32" for tip = 4.71" For residential installations: 36" ht: Tt t = [200#(36"+7")]I11 .22 = 76# tension For weather exposed installations the minimum embedment is: = 766#/243#/in = 3.15": +7/32" for tip = 3.37" 42" ht: T [200#(42"+7")JIl 1.22 = 873# tension For weather exposed installations the minimum embedment is: le = 873#/243#/in = 359": +7/32" for tip = 3.81" For centerline holes only (edge of concrete slab): T = [250#*(42"+ 7")/2.5"]I2 bolts = 2,450# tension Design anchors for 2,450# allowable tension load (Halfen anchor inbeds or similar) EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855tFax 253-858-0856 eIrobison@narrows.com O4i75 Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 20 of 54 Corner Conditions Fascia Brackets: Single Outside Corner Used at an outside corner for a single post, uses 4 anchors with 2 anchors in shear and 2 in tension based on direction of loading. Bracket strength will be similar to the standard fascia bracket for the same attachment method. May have top rail mitered corner with top rail extending two perpendicular directions or single top rail in one direction. 5.441 Single Inside COrner Used at an inside corner for a single post, uses 4 anchors with 2 anchors in shear and 2 in tension based on direction of loading. Bracket strength will be similar to the standard fascia bracket for the same attachment method. May have top rail mitered corner with top rail extending two perpendicular directions or single top rail in one direction. Double Outside Corner Used at an Outside corner for two posts - top rail may intersect at corner or terminate at post or before the corner intersection. Uses 4 anchors with 2 anchors in shear and 2 in tension based on direction of loading. Bracket strength will be similar to the standard fascia bracket for the same attachment method. Double Inside Corner Used at an inside corner for two posts - top rail may intersect at corner or terminate at post or before the corner intersection. Uses 4 anchors with 2 anchors in shear and 2 in tension based on direction of loading. Bracket strength will be similar to the standard fascia bracket for the same attachment method. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eIrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 21 of 54 FASCIA MOUNTED POST Commercial application - Load = 200# or 50p1f any direction on top rail 2-3/8" SQ POST (8005—T5. ALLOY) AP WASHER, OPTIONAL 3/8 X 6 SS LAG BOLT OR 3/8 SS WEDGE ANCHOR (MIN 3 1/2 EMBED) COLOR MATCHED FOR CONCREIE 111 J 5( VINYL MOUNTING J' COLOR MATCHED FOR *001) _/ VINYL CAP MOUNTiNG I t CAP WASHER For 42" rail height and 4' on center post spacing: P=200#or50p1f*4=200# Mdgck = 42"*200p1f = 8,400"# Load from mull lites: Live =25 psf Mdec& = 35'*25psf*42"/2*4'oc = 7,350"# DL= 4*(3 psf''3'+3.5p1fl+10# = 60#'each post (vertical load) (1/4" glass) Horizontal load per post shall be limited to 200# (4 ft on center for 50 plf live load) to limit the potential for the posts to tear through at the top anchor. Typical anchor to wood: 3/8" lag screw. Withdrawal strength of the lags from National Design Specification For Wood Construction (NDS) Table 11.2A. For Doug-Fir Larch or equal. G = 050 W = 305 #/in of thread penetration. CD= 1.33 for guardrail live loads,= 1.6 for windloads. Cm = 1.0 for weather protected supports (lags into wood not subjected to wetting). Tb = WCnCmlm = total withdrawal load in lbs per lag W'= WCDCm =305#P'* 1.33* 1.0= 405#/in Lag screw design strength - 3/8" x 5" lag, im = 5"2.375"7/32" = 2.4" Tb = 405*2.4" = 972# Zn= 220# per lag, (horizontal load) NDS Table 11K Vii =220#*l.33*1.0=295# EDWARD C. ROBISON, PE 100 12 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855fFax 253-858-0856 elrobisonqnarrowspom Page 22 of 54 Feeney Design-Rail® - Glass mull 11/26/2014 ZT = 140# per lag, (vertical load) ZT= 140#* 1.33* 1.0 = 187# Anchors to be minimum of 7" center to center and post shall extend 1-1/2" below bottom anchor. From IM about end M = (8 5"*T+15"*13/8 5*T) = 8.76"T Allowable post moment M972#*8.76" = 8,515"# For 3/8" lag screw okay for 36" rail height For 3/8" carriage bolts: Allowable load per bolt = 0.11 in2*20 ksi = 2,200# For bearing on 2" square bearing plate - area =3.8in2 pb=3.8in2*l.19*405*l.33=2,436# Ma = 2,200#*8.76" = 19,272"# (exceeds post strength) For vertical load lag capacity is: 2 lags* 187# = 374#/post for live load 21ags#140#=280# D + L = 200/374+60/280 = 0.754.0 okay For corner posts: For interior and exterior corners there are four lags, two each way. Two lags will act in withdrawal and two will be in shear: Okay be inference from running posts. For attachment to concrete— ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete anchors with 3" effective embedment, Ta = 1,263# (see page 10 for calculation). Ma = 1 ,263#*8 .76" = 11,064"# For attachment to steel - 3/8" bolts will develop full post strength. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrnbison@narrows,com Feeney Design-Rail® Glass Infihl 11/26/2014 Page 23 of 54 ALTERNATIVE FASCIA ATTACHMENT CONFIGURATIONS: To 6x wood fascia: 3 Bolt pattern - 1" from top and bottom and at center: Mg - 45*1+2752/4 59' + 12/4.5*T Mg 6.4T TMgf6.4 For 36" residential guard: T = (36"s7")*200#/6.4 = 1,344# Exceeds 3/8" lag screw capacity Requires use of thru-bolts/ carriage bolts. For 42" residential guard: T = (42"+7")*200#/6.4 = 1,531# Exceeds 3/8" lag screw capacity Requires use of thru-bolts/carriage bolts. Moment capacity of carriage bolts: T. = 2;200# Ma = 2200#*6.4" = 14,080"# - develops full post strength. To 8x wood fascia For (4) 3/8" lag screw pattern Lag screws at 1" and 1.75" from top and bottom: Mg - 6.5*T+5.75216.5*T Mg = 1159T T=M5/1159 For 36" residential guard: T = (36"+9")*200#/11.59 = 777# For weather exposed installations the minimum embedment is: La = 777#/243#Iin = 3.20": +7/32" for tip = 342" For 42" residential guard: T = (42"+9")*200#/ 11.5= 887# For weather exposed installations the minimum embedment is: La = 887#/243#/in = 3.65": +7/32" for tip = 3.87" For (2)3/8" carriage bolt alternative: Moment capacity of carriage bolts: T8 = 2,200# M, = 2,200#*6" = 13,200"# - develops full post strength. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 24 of 54 To 8" nominal slab edge (7.5"). ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete anchors with 3" effective embedment. Anchor strength based on ESR-2427 Minimum conditions used for the calculations: f';!3,0O0psi edge distance =2.5" spacing = 2.5" h = 3.0": embed depth For concrete breakout strength: ANcg (1 .5*3*2)*7.5 = 67.5 in2 2 anchors ANCO= 9*32 = 81 j2 Camjn = 1.5" (ESR-2427 Table 3) Cac = 5.25" (ESR-2427 Table 3) ed,N =I.0 q = (use 1.0 in calculations with k = 24) q,r= 0.7+0.3*[2.5/(l 5*3)] = 0.87 Nb = 24*1.0*13000*3.013 = 6,830# Ncb = 69.5/8 1 * 1.0* 1.0*0.87*6,830 = 5,098 2*3,469 based on concrete breakout strength. Determine allowable moment load on anchor group T = 0.65*5,098#/1.6*5" = 11,391"# Develops the full post strength. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass InfihI 11/26/2014 STANCHiON MOUNT 2"xl-1/2"x 1/8" 304 1/4 Hard Stainless steel tube Stanchion Strength Fy3Oksi F Zyy = 0.543 j3 r.43 Reserve strength method from SEI ASCE 8-02 section 33.1.1 procedure H. where d,it = (2*2/3)10.125 = 10.67 < Xi = 1.1iv'(FJE0) = 1.1M50128*103) = 26 = 0.543 jn3*125*30 ksi = 20,363#" 1 M = øM/l.6 = 0.9*20,363/1.6 11,454#" Equivalent post top load 42" F --gi post height V = 11,454"#/42" = 273# Post may be attached to stanchion with screws or by grouting. Grout bond strength to stanchion: 'f'c = 733*4"*v'8,000 psi = 2,500# (ignores mechanical bond) for 200# maximum uplift the safety factor against pulling out: SF = 2,500#/200# = 12.5 > 3.0 therefore okay. Page 25 of 54 CORE POCKET FILL WITH BONSAI.. ANCHOR CEMENT NONSHfiINK, NOt4.METALUC GROUT M. Bearing strength on grout: From >M about base of stanchion =0 Pu = M+V*D = 2/3D For: M = 10,500"#, V = 2501b, D = 4" Pu = 10500+250*4 = 4,312# 2/3*4 fmax P0*2 = 4312*2 = 1,691 psi D*l .533*0.85 4"*15"*085 For: M = 11,454"#, V = 273 lb, D = 4" Pu = 11 454+273*4 = 4,705# 2/3*4 f8max = P*2 = 1,845 psi D* 1.5"*0.85 Post bearing load on top of stanchion for M = 11,454#11: B = 11,454/6" = 1,909# For 26 ksi allowable bearing pressure, A = 1.9/26 = 0.0734", b = 0.0734/1.5" = 0.049" EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rails - Glass Infihl 11/26/2014 Page 26 of 54 HSS 2"xl-112"x 1/8" powder coated A500 steel tube stanchion: Stanchion Strength F =46 ksi Zyy = 0.475 in3 M = 0.475 j3 *46 ksi = 21,8501f" M = ØW1.6 = 0.9*21,850/1.6 --'12,291#" Equivalent post top load 42" post height V = 12291"#/42" = 293# May be welded to a steel base plate with fillet weld all around. Aluminum Tube Stanchion 2" x 1.5" x 'A" 6061-T6 Aluminum Tube =21 ksi From ADM Table 2-22 S,,,, = 0.719 j3 M = 0.719 in3 *21 ksi = 15,099#" Equivalent post top load 42" post height V = 15,099"#/4T'= 360# Strength of weld effected aluminum stanchion when welded to base plate: Fcbw=9ksi Syy = 0.719 in3 Ma = 0.719 in3 *9 ksi = 6,471#" Equivalent post top load 42" post height V = 6,471"#I42" = 154# Because of strength reduction from weld affected metal the aluminum stanchion welded to a base plate typically requires a topping slab to be poured in place over the base plate with a minimum thickness of 2" above the base plate so that the maximum bending moment occurs outside of the weld effect zone. When welded to base plate limit the maximum moment on the weld effected zone to 6,471"#. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855IFax 253-858-0856 eIrobison@nanows.com Feeney Design-Rail® - Glass InfihI 11/26/2014 Page 27 of 54 STANCHION WELDED TO BASE PLATE: Stanchion is welded all around to base plate with 1/8" minimum throat fillet weld capable of developing the full stanchion bending strength. Weld to base plate: 1/8" fillet weld all around- develops full wail thickness. Check weld strength SEI/ASCE 8-02 section 52.2: transverse loaded fillet weld: ØPnøtLFua, Use Z for tL 1.195 in3 P = 0.55*0,362*80 ksi Pa =15,928 P,= 15,928/1.2= 13,273#" Strength of A500 steel tube stanchion with fillet weld all around: Base plate bending stress for 3/8" plate S = 1!!-&82 =0.117 in3 6 Base plate allowable moment Fb = 0.75*50ksi = 37.5 ksi M81 = 37.5 ksi • 0.117 in-= 4,387"' -. Base plate bending stress Ti M = 0.84375" • TB • 2 Tati = 4.387 = 2,600 2 • 0.84375 FILLER 118 .10 . •.---.. 5ax5I x3/8a STEEL BASE PLATE 27/32" Base plate anchorage is the same as previously calculated for the surface mounted post option for the specific substrate. EDWARD C. ROBISON; PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows,com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 28 of 54 POOL FENCE! WIND FENCE OPTION The Design-Rail may be used to construct pool fences or similar fences Maximum allowable height for 48" on center post spacing: For any of the detailed anchorage to wood or surface mounted to any substrate or direct fascia mounted (two bolts): Ma = 9,600"# Live load is 50plf at 42" above finish floor or 200# at 42" above finish floor. Maximum post spacing. for 5' post height and 25 psf wind load S = (800'#/0.55)/(25psf*5'2)= 2.33' Maximum post spacing for 4' post height and 25 psf wind load S = (800'#/0.55)/(25psf*412)= 3.64' Maximum allowable wind load for 5' post height and 4' post spacing: S = (800'#I0.55)/(4*5'2)__ 143 psf For core mounted posts or steel stanchion mounted to concrete or steel or fascia mounted with fascia bracket: For 25 psf wind load on a single span: Maximum post spacing for 5' post height S = (1,150'#/0.55)/(25psf'5'2) = 3.345' Maximum post spacing for 4' post height and 25 psf wind load S = (1 ,150'#/O,55)I(25psf*4'2)= 5.23' Maximum allowable wind load for 5' post height and 4' post spacing: S = (1,150'#I0.55)/(4*512)= 20.9 psf EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855IFax 253-858-0856 eIrobison@narrows.com Feeney Design-Rail®-- Glass Infill 11126/2014 Page 29 of 54 SERIES 100 TOP RAIL ft1I*EiIii tiJ1N1I Butts into post Alloy 6063 - T6 Aluminum Allowable Stress: ADM Table 2-24 FT=15kS1 - lxx: 0.339592 inA4 Fc 6' span ly:0.295081m&4 Kxx: 0.714658 In 2LbSC =2•72"'0.246 Kyy. 0.666177 in (IyJ) (0.295*133)112 4 Cxx: 1.383137 in =52.7<130 therefore Cyy: 1.000000 in Sxx 0.245523 inA3 Fc = 15 ksi Syy 0.295081 lnA3 Allowable Moments + Horiz.= 0.295in3 15 Icsi 4,425#" 368.75 #' Vertical load = 0.246in3 15 isi = 3,690#" = 307.5 #' Maximum allowable load for 72" o.c. post spacing - vertical W = 3,690"#*8/(69.625112) = 6.09 p11 = 73.1 plf P = 3,690"#*4/69.625" = 212# Area: 0.664908 sq ir Perim: 20.97080 in xC:7.310000 in yC: 5.243178 in Maximum span without load sharing, P = 200# - vertical S = 3,690"#*4I200# = 73.8" clear Max post spacing =73.8"+2.375" = 76.175" For horizontal loading rail strength is greater and therefore okay by inference. Maximum allowable load for 72" length horizontal load W = 4,425'#*8/722 = 6.8 p11 = 81.9 pif P = 4,425"#*4172" = 245.8#. Maximum span for P = 2009 and W = 50p1f horizontal load W= /(368 75#'*8150) = 7.68'= 7' 8.5" P = 368 .75#' *4/200 = 7.375'= 7'35" controls EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855fFax 253-858-0856 elrobison@narrows.com Fi'TsIs] Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 30 of 54 SERIES 150 TOP RAIL A=0.676 j2 In = 0.1970 j4 I, = 0.2263 j4 S = 0.1522 in3 SYY = 0.2263 •j3 0.540 in r)l)f = 00579 in Alloy 6063 - T6 Aluminum Allowable Stress: ADM Table 2-24 FT= 18 ksi Pc - 6' span Rb/t = 03/0.065 =4.6<35 F = 18 ksi for horizontal loads d/t=0.75"/0.65= 1.15<15 F =20 ksi for vertical loads Allowable Moments -0 Horiz.= 0.2263in3 18 isi = 4,073"# = 339.45'# Vertical load = 0.1522in3 18 ksi = 2,739.6"# = 2283#' Maximum allowable load for 72" o .c. post spacing - vertical W = 2,739.6"#*8/(69.625112) = 4.52 pli =54 plf P = 2,793 .6"#*4/69.625" = 160.5# Maximum span without load sharing, P = 200# - vertical S = 2,793 .6"#*4/200# = 55.87" clear Max post spacing =55.87"+2.375" =58 1/4" With loading sharing with bottom rail - load transferred by pickets 200# concentrated load may be safely supported with 6' on center post spacing. Maximum allowable load for 72" length horizontal load W = 4,073"#*8/69.6252 = 6.7 p11= 80.6 p11 P = 4,073"#*4169.625" = 2344/ Maximum post spacing is 6'; EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eJrobison@narrows.com $ * Feeney Design-Rail® —Glass Infihl 11/26/2014 Page 31 of 54 SERIES 100/150 TOP RAIL -. SERIES 100 TOP RAIL CONNECTION TO POST FACE: Use RCB attached to post with 2 #10 screws same as bottom rail POST CAP V=238ksi0.19"'O.lO" 1-- 2 3W SOUARE 3(FS) sTANDARoeosr V 481/I/screw • - RCS-ACONNECTING Since minimum of 2 screws used for BRACKET) CUT AT GRAS RAIL ANGLE each- Allowable load = 2,48 1# = 962/I The connection block can be cut square- for use in horizontal rail applications or angled for use in sloped applications such as along stairs or ramps. ¼ Intermediate bottom rail post used to provide additional support to bottom rail. • - Recommended for post spacing over 5' on center to • . . prevent excessive deflection in bottom rail associated with siepping on the rail Intermediate post may be 1 A7 square aluminum extrusion or similar that fits snuggly in the bottom rail Acts in compression only. - Secured to rail with two #8 tek screws Shear strength of screws: : • V= 238 ksi 1) 164" 0065"' t = 3 S) -. - V = 270/I/screw Vt01 =2*232#=464# - --: - Feeney Design-Rail5 - Glass mIll 11/26/2014 Page 32 of 54 INTERMEDIATE POST FITTING - SERIES 100/150 Used for intermediate posts along stairways Fitting locks into top of post with #8 Tek screws: Maximum load on fitting is 300# 6' post spacing * 50plf = 300# Shear resisted by direct bearing between fitting and post area = 2.175"*0.1875 = 0.408 in2 Bearing pressure = 300#I.408 = 736 psi SERIES 100 TOP RAIL (LEVEL AREAS ONLY) 2 318 SQUARE STANDARD POST 48 TEK SCREW (TYP) INTERMEDIATE POST ADAPTER Moment of fitting to post: This is an intermediate post with rotation of top rail restrained at rail ends. Moment of fitting is created by eccentricity between bottom of top rail and top of post: e 0.425" M = 300# * (0.425") = 1275#" #8 Tek screws: Shear strength = V= 238 ksi 0.1309" 0.07", 1 = 232# 3(FS) Moment capacity M= 232#*2.375" = 551#" SERIES 150 TOP RAIL #8 TEK SCREW (TYP) INTERMEDIATE POST ADAPTER 23(8SQUARE 1I STANDARD POST—! EDWARD C. ROBISON, FE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com Feeney Design-Rail® - Glass Inflhl 11/26/2014 Page 33 of 54 i!tI) J1II RWO Area: 0.887 sqin I,: 0.254 in4 l: 1.529 in4 rxx: 0.536 in r: 1.313 in Cu: 1.194 in C: 1.750 in 0.213 in3 bottom S: 0.457 in3 top Syy: 0.874 j3 9-- 6063-T6 Aluminum alloy from ADM Table 2-24 For 72" on center posts; L = 72"-2.375"-1"x2 = 67.625" ; k4 = 1/2L = 33.81" Fbc = 16.7-0.073 33.81 = 14.82 ksi 1.313 Ft=l5ksi Allowable Moments 4 Horiz.= 0.874in3 14.82 ksi = 12,953#" = 1,079#' Vertical load = 0457in 14.82 ksi = 6,773#" top compression or = 0.213in 15 ksi = 3,195#" controls vertical- bottom tension Maximum allowable load for 72" o.c. post spacing - vertical W = 3,195"#*8/(67.625112) = 5.59 p11 = 67 pif P = 3,195"#*4/67.625" = 189# Load sharing with bottom rail required for 6 foot post spacing. Picket infihl will transfer loads from top rail to bottom rail and provide required additional support. With load sharing maximum span is 6'. Maximum span without load sharing, P = 200# S = 3,195#"*41200# = 63.9" clear Max post spacing =63.9"+2375" = 66-1/4", 5' 6-1/4" For horizontal load, maximum span for 50 plf load L= (8Ma/50p1f)112 = (8*1,079150p11)1/2 = 13.14' for 200# concentrated load L = (4M1200#) = (41,079/200plf)= 2158' deflection limits will limit span to 6'.: EDWARD C. ROBISON, PE 10012 Cre'vistnn Dr NW Gig Harbor, WA 98329 253-858-08551Fax 253-858-0856 eirobison@narrows.com 3.00 11 Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 34 of 54 SERIES 300 TOP RAIL Area: 0.881 sqin Perim: 21.29m lxx: 0.603 in4 Iyy:1.149 in4 Kxx: 0.828 in Kyy: 1.142 in CC Cxx: 1.599 in Cyy: 1.501 in Sxx: 0.377 in3 Syy: 0.766 in3 Allowable stresses from ADM Table 2-21 Fct - L/ ry = (72-2 3/8" - 2.1") = 59.1 1.142 Based on 72" max post spacing Fo = 23.9— 0.124(59.1) = 16.57 ksi Miii hi. = 1637 (0.766) = 12,694" Vertical loads shared with bottom rail For vertical load - bottom in tension top comp. Fb=1.9kS1 Ma11 velt= (0.377in4) • 19ksi =7.163" Allowable loads Horizontal - uniform - W= 12.694 • 8= 19.6 Win W = 235 plf 722 Pr=412,694=705# 72 Vertical - W =7.163 • 8 = 11.05 #/in = 132.6 pif (Top rail alone) 722 P=7J63°4=398# 72 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eirobison@narrows.com ,1 . 3 1120 I . 11/411 3/4" Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 35 of 54 SERIES 350 TOP RAIL Area: 0.887 I: 0.243 in4 1.463 in4 rxx: 0.522 in r)P,: 1.281 in C: 1.157 in C: 1.750 in S,: 0.210 in3 bottom S: 0.288 in3 top S: 0.836 in3 Allowable stresses ADM Table 2-24 6063-Th Aluminum Fcb -, Rb/t = 1.875" = 10 line 16.1 0.09375 Based on 72" max post spacing FCb= 183 _0.593(20)1/2 = 15.85 ksi Mall horiz = 15.85' • (0.836) = 13,249" Vertical loads shared with bottom rail For vertical load - bottom in tension top comp. 18 ksi and F = 15.85 ksi For top rail acting alone Maji = (0.210in3) 18 ksi = 3,780" Controls =(0.288in4)* 15.85ksi = 4,565" Allowable loads For 6' post spacing: Horizontal - uniform - Wu= 13.249°8 = 20.44 Win = WH = 245 plf 722 PH=4_13249=736# 72 Vertical —'W=3.'L80•8=5.83 Win =7Oplf (Top rail alone) 722 P=3.780_'4=210# 72 EDWARD C. ROBISON. PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com WOOD CAP P RAIL /16" Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 36 of 54 SERIES 400 TOP RAIL COMPOSITE MATERiAL OR Alloy 6063 - T6 Aluminum I: 0.0138 in4; I: 0.265 in4 C: 0.573 in; C ): 1.344 in S: 0.024 in3; S: 0.197 j3 Wood - varies G> 0.43 2"x4" nominal I,: 0.984 in4; I: 5.359 in4 C,: 0.75 in; C>,,: 1.75 in S,: 1.313 in3; Sn,: 3.063 in3 Allowable Stress for aluminum: ADM Table 2-24 FT= 15 ksi Fc - 6' span Rail is braced by wood At 16" o.c. and legs have stiffeners therefore F=l5ksi For wood use allowable stress from NDS Table 4A for lowest strength wood that may be used: Fb = 725 psi (mixed maple #1), CD =1.33, CF = 1.5 Fb=72S*l.33*l5 = 1,445 psi F'b= 725*1.33*1.5*1.1 = 1,590 psi for flat use (vertical loading) Composite action between aluminum and wood: n=Ea/Ew= 10.1/1.1 = 9.18 The limiting stress on the aluminum = 9.18* 1,445 psi = 13,267 psi < 15 ksi Allowable Moments 9 Horiz.= 0.197in3 '13267 psi +3.063 in3*1445ps1 = 7040"# Vertical load = 0.0241n3 '13267 ksi +1.313* 1,590= 2,405"# Maximum allowable load for 72" o.c. post spacing - Horizontal load W = 7,040"#*8/(69.625') = 11.6 p11 = 139 plf P = 7,040"#*4/69.625" = 404# Maximum span without load sharing, P = 200# or 50 If - Vertical load S = 2,405"#*4/200# = 48.1" clear Max post spacing =48.l"+2.375"= 50.475" COMPOSITES: Composite materials, plastic lumber or similar may be used provided that the size and strength is comparable to the wood. EDWARD C. ROBISON, PE 1.0012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 37 of 54 TOPJ RAIL VERTICAL SHARING For spans requiring load sharing with bottom rail. Center picket transfers vertical load directly to bottom rail so that vertical strength of system is summation of the strength of the top and bottom rails. Bottom rail vertical bending strength: S = 0.0857 in3 (From picket bottom rail calculations page 42) Fbi =20 ksi From ADM Table 2-24 F1, = 20ksi = 0.0857 jn3*20ksi = 1,714"# Combined strength of top rail and bottom rail - Load sharing will be based on relative stiffness between top and bottom rails. Least stiff top rail is Series 400 with a 2x4 nominal wood board: 1. = l, aluminum + b %VOOd*(Ew/Ea) = 0.0138in4+ 0.984in4/9.18 = 0.121 in4 for bottom rail I 0.0869 j4 Load share to top rail = 0.1211(0.121+0.0869) = 0.582 For 200# concentrated load: P10 =0.582*200=1l6.4# Pt,ct= 200 -116.4#= 83.6# For 50p1f load Ut,p = 058250 = 29.1# Ubot =50 —29.1# = 20.9# For 72" span: Mtop = 116.4#*72/4 = 2,095"# < 2,405"# (see series 400 top rail page 35) or Mtop = 29.1#*62/8 = 130.95"# = 1,571.4"# < 2,405"# (see Series 400 top rail page 35) For bottom rail and 72" on center post spacing: S = 72"— 2.375" - 2* 1" = 67.625 Nlbm = 83 .6#*67 .625/4 = 1,413.4"# < 2,1607# Mbot = 20.9#*(67.625/12)2/8 =82.97'# = 995.6"# < 2,160"# Load sharing will allow all top rails to work with 6' on center post spacing. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison0narrows.com Feeney Design-Rail® - Glass Inflhl 11/26/2014 Page 38 of 54 GLASS INFILL INSERT: Series 200,300, 350 and 400 top rails Either infill option may be used as strength is equivalent for each style. Insert channel for glass lyy = 0.156 in4 1.= 0.023 in4 Syy = 0.125 j3 Sxx = 0.049 in4 Insert compression locks into top rail Horizontal forces transferred between insert and top rail by direct bearing on locking tabs. Bearing area = 1/8" width Allowable bearing load will be controlled by spreading of top rail Check significance of circumferential stress: R/t = 3"/0.09375 = 32>5 therefore can assume plane bending and error will be minimal M = 2.08"*W Man = S*Fb Fb = 20 ksi for flat element bending in own plane, ADM Table 2-24 S = 12"/ft*(0.094)216 = 0.0177 in3 Wan = Majj/2.08" = (S* Fb)/2.08" = (0.0177 in3*20 ksi)/2.08" = 170 pif For 36" panel height - 1/2 will be tributary to top rail: Maximum live load = 170 plfl(3'/2) = 113 psf. Check deflection: A = WL3/(3E1) I = 12"*0.093753/12 = .000824 in4 A = 170p1f*2.08"3/(3* 10.1 x 106* .000824) = 0.06" INF ILL LOAD RESTRAINED AT POSTS The required deflection to cause the infill to disengage: 0.05" Reduce allowable load to limit total deflection: 0.05/0.06* 113 p11= 94 pif Maximum horizontal load on mull piece is 94p1f EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infill 11/26/2014 Page 39 of 54 TOP RAIL TO POST CONNECTION: Series 200,300,350 and 400 top rails. Direct bearing for downward forces and horizontal forces: For uplift connected by (2) #8 Tek screws each post: 2x dia screw x Post thickness I SF (ADM 5.4.3) V= 230 ksi c.1379" 0.09" 1 = 325#/screw 3 (FS) .oea ThICK 6061 ALUMINUM SPLICE PtATE For Vertical upward loads top rail is restrained by (2) #8 tek screws each side. Connection of bracket to post is with (2) #14 screws so is stronger. For horizontal loads the top rail directly bears on side of post. Tek screw strength: Check shear @ rail (6063-T6) 2x Fx dia screw x Rail thickness x SF V= 2'30 ksi '0.1379" '0.09" 1 = 325#/screw 3(FS) Since minimum of 2 screws used for each Allowable load = 2 325# = 650# Post bearing strength Vai' = Abeanng*FB Abeaxing = 0.09"*225" = 0.2025 j2 FB=21 ksi V211 = 0.2025 in2 *21 ksi = 4.25 k Bracket tab bending strength Vertical uplift force For 6061T6 aluminum stamping 1/8" thick Fb = 28 ksi —ADM Table 2-21 S = 0.438"*(.125)3112 = 0.00007 in3 M2 =28 ksi*0.00007 = 196"# Pa = M2/i = 196"#/1.158" = 169# Uplift limited by bracket strength: Upan = 2* 169 = 338# per bracket TOP RAL INFIL 2 WSOUARE STANDARD POST EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows,com Page 40 of 54 Feeney Desigi-Rai1 - Glass Infihl 11/26/2014 RAIL SPLICES: Splice plate strength: Vertical load will be direct bearing from rail/plate to post no bending or shear in plate. Horizontal load will be transferred by shear in the fasteners: Rail to splice plates: Tek screw strength: Check shear @ rail (6063.-T6) 2x Fjjx dia screw x rail thickness x SF V= 230 ksi 0.1379" '0.09" I = 325#/screw; for two screws = 650# 3 (FS) or Fix dia screw x plate thickness x SF V= 38 ksi 0.1379" •0.098"'_1 171#/screw; 3 (FS) for two screws = 342# Post to splice plate: Screws into post screw chase so screw to post connection will not control. splice plate screw shear strength 2x F,x dia screw x plate thickness x SF V= 238 ksi '0.1379" '0.098" 1 326#/screw; 3(FS) for two screws 652# BUTT SPLICE UQ1 AU.MPW .MTHICK- STANDARD SPLICE PLATE Check moment from horizontal load: M = p*075"• For 200# maximum load from a single rail on to splice plates M = 0.75*200 = 150#" S = 0.098*(2.5)216 = 0.6125 in3 fb 150#"/(0.6125) = 245 psi For corner brackets screw strength and bending strength will be the same. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infill 11/26/2014 Page 41 of 54 INTERMEDIATE RAIL 1.6875 t .062 su = 0.115 in3 S=0.209in3 r=0.579in r=0.695in C Allowable stresses: ADM Table 2-24 6063-T6 Aluminum Ft = 19 ksi For vertical loads FCb - Rb/t = 1.25" = 033 line 16.1 PCI) = 18 ksi 3.75 Maiiveii= 18 2,070"41 For horizontal loads: 15 ksi For vertical loads FCb Lb/ry = 35" = 50.4 line 11 0.695 Based on 72" max post spacing Fcb = (16.70.073*50.4) ksi = 13.0.ksi MaIhorjz = 13 • (0.209) = 2,717"# For intermediate rail acting alone Allowable loads Horizontal - uniform - WH= 2,717 *8 4.44 An = WH =53 pif 702 2,717 = 155# Notused for top rail 50# conc load appi. 70 Vertical - W= 2070 • 8 = 3.38 Vin =40.6 plf (Top rail alone) 702 P = 2070 0 4 = 118# Not used for top rail 50# cone load app!. 70 Maximum wind load for 3'6" lite height, 1'9" tributary width W =53/1.75=303 pif Maximum span for 200# concentrated load: L = 2,717*4/200# = 54". May only be used as a top rail for single family residences with a maximum post spacing of 4': S EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855fFax 253-858-0856 elrobison@narrows.com Page 42 of 54 'r Sit CLASS BOTTOM RAIL MIDRAIL GLASS INAhL, BACKED OFF AT EACH END TO ALLOW FOR RCB. Feeney Design-Rail® - Glass mliii 11/26/2014 WIND SCREEN MI]) RAIL Used with Intermediate Rail, Glass Bottom Rail or Standard Bottom Rail to install glass infihl light below the rail. Refer to mid or bottom rail calculations for rail properties. Mid rail glass infill when installed in rail will stiffen the flanges (legs) continuously so that the flanges are equivalent to fiat elements supported on both edges: From ADM Table 2-24 section 16. b/t = 1.1"/0.07 = 15.7 <23 Therefore Fca = 15 ksi Strength of infihl piece: I,: 0.0162in4 I: 0.0378 in4 S,: 0.0422 in3 S: 0.0490 in3 Fca = l5ksi When inserted into intermediate rail or bottom rail determine the effective strength: ratio of load carried by inflil: IYY infill/ I, rail = 0.037810.172 = 0.22 Syy inflil 0 22*0.204 = .045 <0.049 Allowable Moments -+ Horiz.= (0.204in3 +0.049) *i5ksi = 3,795"# Maximum allowable load for 70" screen width L = 70"-1 "*22375*2 =6325" W = 3,795"#*81(6325112) = 7.59 p11 = 91 plf P = 3,795"#*4I63.25" = 240# Maximum allowable load for 60" screen width L = 60"1"*22375*2 = 53.25" W = 3,795"#*8/(5325"2) = 10.7 pli = 128.5 pif P= 3,795"#*4/53.25" = 285# EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Iifi11 11/26/2014 Page 43 of 54 GLASS INFILL BOTTOM RAIL For 72" on center posts; L = 72"-2.375"-l"x2=67.625" ; Li, = 1/2L = 33.81" Lb/r = 33.81"/0.662 = 51.07 From ADM Table 2-24: ksjl Allowable Moments 4 Horiz.= 0.204in3 '12.97 ksi =2,646"# Maximum allowable load for 72" o.c. post spacing W = 2,646"#*8/(67.625112) = 4.63 pli 55.5 plf P = 2,646"#*4167.625'1 = 156.5# Max span for SO pif load = (8*2646/(50/12))II2 = 7128" clear span Rail fasteners -Bottom rail connection block to post #10xl.5" 55 PHP SMS Screw Check shear @ post (6005-T5) ace 2x. F.ptx a screw Post thickness xSF 0 RCS 3(FS) V 430#/screw Since minimum of 2 screws used for each Allowable load 2- 430# 8609 Rail Connection to RCB 2 screws each en #8 Tek screw to 6063-T.6 2309'0ffl•1= 232#/screw Allowable tension = 2*232 = 464# • EDWARD C. ROBISON, PE 100 12 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows .cQrn Page 44 of 54 REW RCS TEK SCREW BOTTOM RAIL Feeney Design-Rail® - Glass Infihl 11/26/2014 STANDARD POST RAIL CONNECTION BLOCK Can be used to connect top rails to 2-3/8" standard post face, wood posts, walls or other end butt connection. Top rail snaps over block and is secured with either silicone adhesive or #8 tek screws. Connection strength to post or wall: (2) #10xl.5" SS PHPSMS Screw Check shear @ post (6005-T5) F005x dia screw x Post thickness x SF Eq 5.43-2 V= 38 ksi 0.19" 0.!"' 1 240#/screw for 3 (FS) standard post. Since minimum of 2 screws used for each, Allowable load = 2 240# = 480# For attachment to wood posts: Use Four #10 x2.5" screws Zn = 139# per screw (NDS Table IIM, G ~-- 0.43) V8 _4*139#=556# Standard RCB EDWARD C. ROBISON, PE 10032 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elróbison@narrows .com Feeney Design-Rail® Glass Infihl 11/2612014 Page 45 of 54 WALL MOUNT END CAPS Wfl Mounted End Up End cap is fastened to the top rail with - 200saes 2) #lOxl" 55 PHP SMS Screws O) Rag - ' 2xF5txdia screw x Cap thickness xSF Eq543-2 V=2*38ksi0.19"u0.l5. 3(FS) 7221//screw , 1,422# per connection Connection to wall shall use either #14x1-l/2" wood screw to wood, minimum 1" penetration'into solid wood Allowable load = 2* 175#' =3501/ Wood shall, have aGO43 From ADM Table .11 M - For connection to steel studs or sheet metal blocking Use #12 self drilling screws. Minimum metal thickness is18 gauge, 43 mil (0.0451") * Allowable load = 2801//screw T019 3- 0apnfly f®r Sevowa CoiinecTh Steel to Steel (Ibe.) Steel ThbTneet Comporete '4-146crgw 012-14Sów 1016Screw wig BMW - Sheer Pullout Shear Pu9out Sheax Pullout Shear .. Puilovt Shaar, Pulleut aioir woo so ami280 780 245 675 210 560 175 0.0713 800 1 225 555 165 520. 170 470 145 335 128 0.05".420 1 160 390 155 370 133 340 115 310 95 0.0451 300 140 280 120 260 105 240 90 220 75 0.034r 200: 110 155 85 :.175; 80- 165 70 150 60 Notes I Design values are based an CCFSS Todnk1Suteri Vel 2, No 1 tNc1t outhraa the pmp=d AISI Sedftcat,n pev18low for eweweanaone, For ehaar ontlono the estd-formed steel sethori should be evaluated for te.tston.. 2 Based an 33I, Fu 46W mbittue Adjust values for elvir.1991 seengthe. a - fterto Table 1 to, 0rte an remnnonded total steel thidieass of o nneoted . •I - •( - -- - - - - - - - -. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor WA 98329 253-858-0855fFax 2537858-0856 eirobison@narrows.com 4, 4 4 4 . SCREW ANCHOR DIAMETER thid SCREW ANCHOR HA1EINAL AND COA1RS (AS AtJcABLD MHI*UR__ ALLOWABLE TMKM ( n UOWAB1.L SHEAR' c(es) ER0EDHEN1 Invecow I wiuious specI IIB1Ø Strigth t.(pD I Conc 8tyth. f'(pI) 2000 I 3M4500 2WO SM 4500 can)isIeei Perma.Seai 00510(1 1 90 Iso 90 I45 45 1 45 175 1'!, ISO 215 255 90 110 130 220 295 I 35 375 1150 1170 I O__ 235 Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 46 of 54 Wall Mounted End Caps continued For connection to masonry or concrete use two 3/16 screw-in (Tapcon) anchor, Page 3 of 3 ER-6878 TARLE 3—ALLOWA13LE TENSION AND SHEAR VALUES FOR TAPPER SCREW ANCHORS INSTALLED IN NORMAL-WEIGHT CCNCRETEU Feeney DesignRaila - Glass Infihl 11/26/2014 Page 47 of 54 GRAB RAIL BRACKET Loading 200 lb concentrated load or 50 pif distributed load Grab rail bracket - 1-7/8" long Aluminum extrusion 6063-T6 Allowable load on bracket: Vertical load:- Critical point @ 1.8" from rail to root of double radius, t = 0.25" M=P*1.8"orWS*1.8" where P = 200#, W = 50 plf and S = tributary rail length to bracket. Determine allowable Moment: FT=20kSi,FC=20kSj From ADM Table 2-24 Sv = 1.875"*0.25216 = 0.0195 j3 Mvan = 0.0195 jn3*20 ksi = 390"# Determine allowable loads: For vertical load: Pan - 390"#/1.8" - 217# San = 217#/50p1f = 4'4" Vertical loading will control bracket strength. Allowable load may be increased proportionally by increasing the bracket length. For 5' Post spacing: 5'/4.33'*1 .875" = 2.165" - 2-11/64" Grab rail connection to the bracket: Two countersunk self drilling #8 screws into 1/8" wall tube Shear— FDtJ3 = 30k5i*Oj64"*0.125"/2.34*2 screws 525# (ADM 54.3) Tension - I .2DtF,/3 = 1.2*. 164"*0.1 25"*25ksifr2 screws/2.34 = 525# Safety Factor = 2.34 for guard rail application. For residential installations only 200# concentrated load is applicable. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 eIrobison@narrows.com Feeney Design-Rail® - Glass Infill 11/26/2014 Page 48 of 54 Connection to support: Maximum tension occurs for outward Horizontal force = 200#: Determine tension from IM about C 0— P5" - T'0 875" T = 200#*(51.25)"/125" = 600# From 2 forces - no shear force in anchor occurs from horizontal load Vertical force = 200#+17# (DL): Determine tension from >.M about C 0= P*2.5" - T* 1.25" T = 217#*2.5"/125" = 434# From I forces — Z = P = 217# CONNECTION TO STANDARD POST (0.1" WALL) For 200# bracket load: For handrails mounted to 0.1" wall thickness aluminum tube. 5/16" self drilling hex head screw Safety Factor = 234 for guard rail application. Shear— FtJ)t/234 (ADM 5.43) 38ks1*0.3 125"*0.1"I2.34— 507# 285k Tension - Pullout ADM 5.4.2.1 Pt = 0.58A8F(t)]/2.34 = 0.58*0.682*38ksi(0.10)/2.34= 642# Required attachment strength T=434# and V=217#or T = 600 # and V =0 For combined shear and tension (Vertical load case) (T/P)2 + (V/Za)2 1 (434/642)2 + (217/508)2 =0639 ~ 1 Or (434/642) + (217/508) =1.10 :r. 1.2 Or 600 ::r. 642# therefore okay EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robison@naffows.com .312' Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 49 of 54 GLASS STRENGTH - INFILL PANELS All glass is fully tempered glass conforming to the specifications of ANSI Z97.1, ASTM C 1048-97b and CPSC 16 CFR 1201. The typical Modulus of Rupture for the glass, Fr is ~! 24 ksi. In accordance with ifiC 2407.1.1 glass used as structural balustrade panels shall be designed for a safety factor of 4.0. This is applicable only to structural panels (glass provides support to railing). Other locations the glass stress may be increased when there is no fall hazard. Wind loads on glass may be designed in accordance with ASTM E1300-09a. Values for the modulus of rupture, F, modulus of Elasticity, E and shear modulus, G for glass are typically taken as: FR = 24,000 psi based on numerous published data from various glass manufacturers. This value is recognized in ASTM E 1300, ANSI Z97.1, ASTM C 1048-97b and CPSC 16 CFR 1201 (the value is not directly stated in the standards but is assumed). This value is referenced in numerous publications, design manuals and manufacturers' literature, see AAMA CW-12-84. E = 10,400 ksi is used as the standard value for common glass. While the value of E for glass varies with the stress and load duration this value is typically used as an average value for the stress range of interest. It can be found in ASTM E 1300 and numerous other sources. G = 3,800 ksi: This is available from various published sources but is rarely used when checking the deflection in glass. The shear component of the deflection tends to be very small, about 1% of the bending component and is therefore ignored. v = 0.22 (Typical value of Poisson's ratio for common soda glasses). = 5x 10-6 in/(in°F) (Typical thermal coefficient for common soda glass). The safety factor of 4 is dictated by the building code (IBC 2407.1.1), It is applied to the modulus of rupture since glass as an inelastic material does not have a yield point. The safety factor of 4 is applicable to glass stresses. Non-glass elements are designed in accordance with the applicable code sections for the material. There is no deflection limits for the glass in guards other than practical limits for the opening sizes, retention in the frames and occupant comfort. Refer to ASTM E 1300-09a for a standard method of calculating deflections but the deflection limits are concerned with glazing in windows and similar parts of the building envelope rather than a free standing guard. IBC 2403.3 applies a limit of 1)175 or 3/4" for the supporting frame but this may be exceeded based on engineering analysis. From IBC Table 1604.3 footnote h similar types of construction have a limit of L/60. The shear strength of glass tracks closely to the modulus of rupture because failure under shear load will be a tensile failure with strength limited by the modulus of rupture. Thus shear loads are transformed using Mohr's circle to determine the critical tension stress to evaluate the failure load. The safety factor of 4 is applicable to this case same as the bending case. Thus the shear stress is limited based on principal stresses of 0 and 6,000 psi to 6,000/2 = 3,000 psi. Bearing stress can be derived in a similar fashion with the principal stresses being —6,000 psi and 6,000 psi so the bearing stress = 6,000 psi. EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 cIrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 50 of 54 Bending strength of glass for the given thickness: I 12"(t)3 /12= (t)3 in3/ft S 12"*(02 /6= 2*(t)2 in3lft For lites simply supported on two opposite sides the moment and deflection are calculated from basic beam theory Mw = W*L2/8 for uniform load W and span L or Mp = P*L/4 for concentrated load P and span L, highest moment P @ center Maximum wind loads: W = Ma*8/L2 for uniform load W and span L (rail to rail distance) Deflection can be calculated using basic beam theory: A = 5wL4/(384E1) for uniform load Simplifying: A = [wL4/t31/(9.58 x 109)for w in psf and L in inches For concentrated load: A = PL3I(48E1) Simplifying: A = PL3/(4.992* 1080) Maximum allowable deflection: Use L/60 deflection limit for infihl. This will prevent glass from deflecting enough to disengage from the frame. For uniform load (wind load) Solving for w w= [t3*1.595*1091L3 Solving for L L= [(t3*l 595*1Os)fw]l/3 Solving for t t = [L3wI(1.595*108)I1/3 For Concentrated load Solving for P P = (8.32* 106t3)1L2 Solving for L L = [8.32* 10t/PI 112 Solving for t t = [PL2/(832*106)]113 EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 51 of 54 From 1BC 2407 the minimum nominal glass thickness for influl panels in guards is 1/4" 1/4" FULLY TEMPERED GLASS Weight = 2.89 psi tave = 0.223" For 1/4" glass S = 2(0.223)2 = 0.0995 j3/ft Majinw,il,Je = 6,000psi*0 0995 in3/ft = 597#"/ft For FS = 3.0 (no fall hazard, glass fence or wind screen) M = 597"#*413 = 796"# Moment for 36" wide lit® (mull for 42" rail height) 25 psf or 50 lb load M = 25psf*3'2*12"/'I8= 337.5"# M = 50*36"I4 = 450"# Moment for 42" wide lite (infill for 48" rail height) 25 psf or 50 lb load = 25psf3.512*12"/'I8= 459.4"# V M = 50*42"I4 = 525"# for 36" wide lite (infill for 42" rail height) V W = 597"#*8/(3'*36')= 44 psf for 42" wide lite (infihl for 48" rail height) W.= 597"#*81(35'*42")= 32.5 psf Deflection: 36" wide lit® (mull for 42" rail height) 25 psf or 50 lb load 1160=36/60=0.60 A = [25*364/0.253]1(958 x 109) = 0.28" or A = 50*363/(4.992*108*0.253) = 0.30" V Maximum width for 50# load at center of 2' long light: H = 2*597"#*4150 = 953" (will not limit height for lights, over 1'3" wide) For Pool Fence or Wind Fence (SF = 4.0) Allowable wind load: V For 48" wide light: W = 796"#*8/(4'*48")= 33.17 psf For 60" wide light: W = 796"#*8/(5'*6(Y)= 21.2 psf Maximum width for 25 psf: H = v'(796"#/12*8125) = 4.607' EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858-0855/Fax 253-858-0856 e1robjson@narrows.com Feeney Design-Rail® - Glass Inflhl 11/26/2014 Page 52 of 54 3/8" FULLY TEMPERED GLASS Weight = 4.75 psi tave = 0.366" For 3/8" glass S = 2*(0366)2 = 0.268 in3/ft Mallowable = 6,000psi*0.268 ins/ft = 1 ,607#"/ft For FS = 3.0 (no fall hazard, glass fence or wind screen) Ma11 = I ,607"#*4/3 = 2,143' Moment for 36" wide lite (mfill for 42" rail height) 25 psf or 50 lb load Mw = 25ps1*3'2*12"I'/8= 3375"# Mp = 50*36"/4 = 450"# Moment for 42" wide lite (infihl for 48" rail height) 25 psf or 50 lb load Mw - 25psP3.512*12"/'/8= 459.4"# Mp = 50*42"/4 = 525"# for 36" wide lite (infill for 42" rail height) W = 1,607"#*8/(3'*36")= 119 psf for 42" wide lite (mflll for 48" rail height) W = 1,607"#*81(3.5'*42")= 87.5 psf Deflection: 36" wide lite (infill for 42" rail height) 25 psf or 50 lb load L/60=36/60=0.60 A = [25*364/0.3663]/(9.58 x 10) = 0.089" or A = 50*3631(4.992*105*0.3663) = 0.095" Check maximum wind load based on deflection: 36" width w = [03663*1.595*1081/363= 167 psf (does not control) 42" width w = [0.3663*1 •595* 101I42 = 105 psf (does not control) For Pool Fence or Wind Fence (SF = 4.0) Allowable wind load: For 48" wide light: W = 1,607"#*81(4'*48")= 67 psf For 60" wide light: W = 1 ,607"#*8/(5'*60")= 42.9 psf Maximum width for 25 psf: H = v'(1,607"#/12*8/25) = 6.546' EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 23-858-08551Fax 253-858-0856 elrobison@narrows.com Feeney Design-Rail® - Glass mull 11/26/2014 Page 53 of 54 WIND LOADING ON A BALCONY RAILING Calculated in accordance with SE1/ASCE 7-05 Section 6.5.14 Design Wind Loads on Solid Freestanding Walls and Solid Signs. This section is applicable for free standing guardrails, wind walls, and fences. Section 6.5.124.4 Parapets may be applicable when the rail is along a roof perimeter. F = qhGCfA5 A. = solid surface area perpendicular to the wind direction For wind walls/fences the coefficients have the following values: G = 0.85 from section 6.5.8.1 for a rigid structure 1.0). Cf From Figure 6-20 - varies depending on height and length qh = 0.00256K7LJ(1V21 Where: I = 1.0 or 0.87 from Table 6-1 Kz from Table 6-3 at the height z of the railing centroid and exposure. Kj = 0.85 from Table 6-4. Kv From Figure 6-4 for the site topography, typically 1.0. V = Wind speed (mph) 3 second gust, Figure 6-1 or per local authority. Simplifying - Assuming 13 Cf :5 2.6 (Typical limits for fence with returns.) For Cf= 1.3: F = qh*0.85 * 1.3 = 1.11 qh For Cf = 2.6: F = qh*0.85*2.6 = 2.21qb Wind Load will vary along length of fence in accordance with SEI/ASCE 7-05 Figure 6-20. Typical exposure factors for K with height 0 to 15': Exposure B C D Kz = 0.70 0.85 1.03 Centroid of wind load acts at 0.55h on the fence. Typical wind load range for I = 1.0 and Kv = 1.0 Table 1: Wind load inpsf Cr = 13 Wind load in psf Cf = 2.60 Wind Speed B C D B C D V 0.00169V2 0.00205V2 0.00249V2 0.00337V2 0.00409V2 0.00495W 85 12.2 14.8 17.9 24.3 29.5 35.8 90 13.7 16.6 20.2 27.3 33.1 40.1 100 16.9 20.5 24.9 33.7 36.9 49.5 110 20.5 24.8 30.1 40.7 49.5 59.9 120 24.3 29.6 35.8 483 58.9 71.3 130 28.6 34.7 42.0 56.9 69.1 83.7 140 33.1 40.2 48.8 66.0 80.1 97.1 Where fence ends without a return the wind forces may be as much as 1.667 times Ct=2.6 value. When I = 0.87 is applicable (occupancy category I) multiply above loads by 0.87. MINIMUM WIND LOAD TO BE USED IS 10 PSF. SPECIFIER SHALL VERIFY WIND LOADS FOR THE SPECIFIC INSTALLATION IN ACCORDANCE WITH SEIJASCE 7-05 Section 6.5.14 AND FIGURE 6-20, GLASS BALUSTRADE WIND SCREEN EDWARD C. ROBISON, PE 10012 Creviston Dr NW Gig Harbor, WA 98329 253-858.0855fFax 253-858-0856 eirobison@narrows.com Specifte Gra4ty Lag Sc wUbrinded Shank Diameter, D .1)4" 5/16" -.3/8" j7j;;-' V2" 5W 5/8w 3/4' 7/8' 1" 1-11WIi-1/4". 0.73, . . 397 1 469' 538- - 1'J 068 357 12 484 0.58 .381 031 ' 071 314 604 543 6681789 600 709 905: 813 ' 641 '. 1016 913 1123. 1009 1226 JJ327 1103 1193 428 353 473 390 559 -719, 593 15 6-56 ,. 869. 716 940 461 528 773 21k 2 i5 2-2 109 2Th 26 - 043 1 1/9 21 243 cqs-j 3 041 167 I ) 226 0.39 I' 155 183 2-10 037 I 143 I 169 194 3.32. '3 .367 334' 434 1 .498 -559 - 508 17 ' 613 674 64. 273 254 r 302 I 281 v' 351 332 409 381 459 428 508 473 554 516 600 559 236 261 .308 285 353 326 397 367 438 405 479. 443 -518 479 ..218 2411 035 - 1 132 1561, 179 200j 222 262 300 337 373 407 441 " 1 S Feeney Design-Rail® - Glass Infihl 11/26/2014 Page 54 of 54 Excerpts from National Design Specifications . TableL2A Lad Screw Withdrawal D,®g V®k®® (W)1 bdithdrawa1des1gn vabes (W) aminpmn& perbmtuf ftead pgnEtradon Into side grain of main member. Lengtls olibreád penetration in main -member shall not inqlu& the length of the-taered.®p (see Appendix Q. I. (W) ibr bZacw nuttt*i18. bznu1tpThdby till ppb1cautrswit (eMle1O3J). - 1 Wi.. S f HI 1 ; 4 2 & Zá '*L s: Ibe. -0.075 118 .170' 130' i'i20 151) 110- 15* 110 ---iso:' 100 -140' 401) 04 ege 5118 220 .180' 200 140 11)0 130 180 .130 190 130 180 120' -. .. 318.220 - 180 --200 140. 200 130 1e0. .130. 180 .120 180 120 0.105 : 114 180 140 '170 130 180 1207 18* 120- 180 1-10 100 110 (12ge.5l18 230 170 21 :0 150 200 '140 200 140 190 130 100 130 318 230. 10O '.210 .140. 2M', 140' 200......36.-.200- 180 .140 120 .0120 -19'190 180-0-430 170 a0176120-100 120 18* 110 jil sage)- 8I1 - 230 110 210 150 - 210 140 200. 140- 200 140 190 130 - - . - 318 240 - 170 220 .180 210 140 210- 140 200 130 200 130 '0.134 114-200 '160 *60 140160 130. 120 19011 120 (10.990 5116240 180 ' 22011 - ISO 210180 -210 170............170 140 - '200 .140 200 130 - 318 - 240 170 - 220 180 -220 1.401. 110 140 210 140 200 130 - - .-- I EDWARD C. ROBISON, PE - - 10012 Creviston Dr NW ' . .. . Gig Harbor, WA 98329 - -., 253-858-0855fFax 253-858-0856 elrobisoD@narrows.conl -St - Geotechnical Ex'ploraticon, Inc. SOIL AND FOUNDATION ENGINEERING @ GROUNDWATER o ENGINEERING GEOLOGY 27 January 2016 Mr. Kevin Dunn / lob No. 14-10623 Rincon Real Estate Group, Inc. 3005 S. El Camino Real San Clemente-, CA 92672 Subject: Foundation Plan Reviews Rincon Residential Project 1.65, 171 and 175 Chinquapin Avenue Carlsbad, California Dear Mr. Dunn: As requested and as required by the City of Carlsbad reviewer, we have reviewed the foundation plans for 165, 171 and 175 Chinquapin Avenue, Carlsbad, California. The plans were prepared by HTK Structural Engineers, and are dated November 24, 2015. The reviewed structural plans included sheets for all addresses: SO.1A, SO-1.13, SO,2, SO.3, Si, 5.2, SD1.0-SD3.O, and SD2.1 as well as plans by Simpson Structural Tie Company (SSW1- SSW4, SSW1.1, SWSB3 and SWSB4) with several dates from 2013 through 2014. The plans were reviewed from a geotechnical engineering viewpoint. After suggested corrections were made, we found the plans to be in general accordance with our recommendations presented in our "Report of Preliminary Geotechnical 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 calk) soil compaction should be as required by the City of Carlsbad. If you have any questions regarding this 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. Jaime A. Cerros, PE. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer cc: Shackelton Design Group HTK Structural Engineers, LLP 7420 TRADE STREET@ SAN DIEGO, CA. 921210 (858) 549-7222 ® FAX: (858) 54-1604 @ EMAIL: geotech©gel-sd.com OB1.,15LI(o i.S REPORT OF PRELIMINARY GEOTECHNXCAL INVESTIGATION Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, California JOB NO. 14-10623 28 October 2014 RECEIVED DEC 30 2015 CITY OF CARLSBAD BUILDING DIVISION Prepared for: Mr. Kevin Dunn Rincon Real Estate Group, Inc. (16 l54(o Ig SH 1 Geotechnical Exploration, inc. SOIL AND FOUNDATION ENGINEERING ó GROUNDWATER OENGINEERING 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, H I I GEOTECHNICAL EXPLORATION, INC. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer Le W. Reed, President C.E.G. 999/P.G. 3391 H I 7420 TRADE STREETOSAN DIEGO, CA. 921210 (858) 549-72220 FAX: (858) 549-1604 O EMAIL: geotech@gel-sd.com I TABLE OF CONTENTS PAGE 1 1 2 3 4 4 6 8 16 17 37 37 PROJECT SUMMARY SCOPE OF WORK SUMMARY OF GEOTECHNICAL AND GEOLOGIC FINDINGS SITE DESCRIPTION FIELD INVESTIGATION LABORATORY TESTS AND SOIL INFORMATION SOIL & GENERAL GEOLOGIC DESCRIPTION GEOLOGIC HAZARDS GROUNDWATER RECOMMENDATIONS GRADING NOTES LIMITATIONS - FIGURES Vicinity Map Site Plan IIIa-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) I I REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION rn Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, California JOB 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 I preparation of this report, however, when completed they should be made available for our review; I IL SCOPE OF WORK 1 The scope of work performed for this investigation included a review of available I published information pertaining to the site geology, a site geologic reconnaissance and subsurface exploration program, laboratory testing, geotechnical engineering I 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 Li Rincon Residential Project Job No. 14-10623 I 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 GEO TECHNICAL & 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 (QO6.7) 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 I hazards exist on or near the site that would prohibit the construction of the new 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. P ~ I Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 3 IV. SITE DESCRIPTION The property is known as Assessor's Parcel No. 206-070-02-00, a portion of Block "W" of Palisades No. 2, according toRecorded Map 1803, in the City of Carlsbad, 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:.: 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 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 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. E I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 4 I El 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 access and soil conditions allowed (for exploratory handpit locations, refer to Figure No. II). The handpits were excavated to depths ranging to 3/2 feet in order to obtain representative soil samples and to define a soil profile across the lot. The soils encountered in the exploratory handpits were observed and logged by our field representative and samples were taken of the predominant soils. Excavation 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 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 D1188-07 Laboratory Compaction Characteristics (ASTM D1557-09) Determination of Percentage of Particles Smaller than #200 Sieve (ASTM D1140-06) 11 Moisture content measurements were performed to establish the in situ moisture of samples retrieved from the exploratory excavations. Moisture content and density measurements were performed by ASTM methods D2216 and D1188, obtaining the 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 moisture and density of samples retrieved from the exploratory excavations. Laboratory compaction values (ASTM D1557) establish the Optimum Moisture content and the laboratory Maximum Dry Density of the tested soils. The 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 D1140) aids in classification of the tested soils based on their fine material content and provides qualitative information related to engineering characteristics such as expansion potential, 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 I with the Standard (Table 5.3), potentially expansive soils are classified as follows: 1 I P L Rincon Residential Project Job No. 14-10623 I 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. Stratigraphy 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 (Q0136..7) underlie the entire site. The encountered soil profile includes surficial fill soils/topsoils overlying the formational terrace soils. I I I 9 41 I 11 I Rincon Residential Project Job No. 14-10623 I 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. III and IV for details. Old Paralic Deposits (QopL 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 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 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 relatively flat topography presents no adverse soil stability conditions for the property I 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 subject 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 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 San Diego, has encountered offsets in Holocene (geologically recent) sediments. These findings confirm Holocene displacement on the Rose Canyon Fault, which was designated an "active" fault in November 1991 (Hart E.W. and W.A. Bryant, 2007, Ph 0 I Rincon Residential Project I 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 (Hlleman, 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. Ii i Rincon Residential Project :1 Carlsbad, California Job No. 14-10623 Page 10 S -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 Elsinore Fault zone is a 1- to 4-mile-wide, northwest-southeast-trending zone of I discontinuous and en echelon faults extending through portions of Orange, Riverside, San Diego, and Imperial Counties. Individual faults within the Elsinore I 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 'I 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. I 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 earthquake near the town of Elsinore in 1910 (Richter, 1958; Toppozada and Parke, - 1982). However, based- on' length andevidence of late-Pleistocene or Holocene I 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. I - - 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 I Elsinore), suggest a maximum earthquake recurrence interval of 300 years, and I, I 'I Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 11 when combined with previous estimates of the long-term horizontal slip rate of 0.8 I to 7.0 mm/year, 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 1 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, I 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 lO% of the net slip (Ed, 2009). 1 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. I 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 1 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 I fault, various investigators have suggested a recurrence interval of 150 to 300 I 'l I Li Rincon Residential Project Job No. 14-10623 1 Carlsbad, California Page 12 years. The Working Group on California Earthquake Probabilities (WGCEP, 20 08) I 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 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 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 mites southeast of the July 7, 2010,.M5.4 earthquake. I 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 morethan 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 I Rincon Residential Project 1 Carlsbad, California Job No. 14-10623 Page 13 E 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 remoter 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. E 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 of water. 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 Rincon Residential Project Job No. 14-10623 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), and is suited for the proposed residential structures and associated improvements provided the recommendations herein are implemented. No significant geologic hazards are known to exist on the site that would prevent the proposed construction. In our professional opinion, no "active" or "potentially active" faults 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. Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 16 IX. GROUNDWATER I I I 1 I I I I I I I I I I 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. I The opinions, conclusions, and recommendations presented in this report are I 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 ourclient. A. Seismic Design Criteria 1. Seismic Data Bases: An estimation of the peak ground acceleration and the 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 I I Rincon Residential Project Job No. 14-10623 Carlsbad, California 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 S S1 Fa Fy Sms Smi Sds [KK6:2~ 1.162 0.446 1.035 1.554 '1.203 0.693 0.802 I , Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 19 Preparation B. of Soils for Site DeveloDment 1 Clearing Stripping: The and existing structures, improvements, and vegetation on the site should be removed prior to the preparation of the I building pads and areas of associated improvements. This includes root systems of the existing trees. Holes resulting from the removal of root I systems or other buried foundations,, piping, debris or obstructions that extend below the planned grades should be cleared and backfilled with I 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 I 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 I I U I E Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 20 or a lateral 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 can be expected to undergo movement and possible damage. Geotechnical Exploration, Inc. takes no responsibility for the performance of any improvements built on loose natural soils or inadequately compacted fills. 5. Subqrade 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. 6. 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. I 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 ASTM 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 it is 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 backfilled with on-site, low-expansive or imported, [ow- expansive compacted fill; gravel is also a suitable backfill material but should I I I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 22 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 - migration.. I 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 backfihled 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 ProDosed 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 1 I I I I Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 23 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 I 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. Bearing Values: At the recommended depths, footings on native, medium dense formational soil or properly compacted fill soil may be designed for 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, including wind or seismic. The footings should have a minimum width of 12 inches. Footing Reinforcement: All continuous footings should contain top and 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 Rincon Residential Project Job No. 14-10623 Carlsbad, California 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 I 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 Slabs on-grade may only be used on new, properly compacted fill or when bearing on dense natural soils. 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 reinforcing steel to reduce the separation of cracks, should they occur. 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 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 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. Slab Moisture Protection and Vapor Barrier Membrane: Although it is not the I responsibility of geotechnical engineering firms to provide moisture protection recommendations, as a service to our clients we provide the I following discussion and suggested minimum protection criteria. Actual I I :1 Rincon Residential Project Job No. 14-10623 I Carlsbad, California Page 26 - recommendations should be provided by the architect and waterproofing consultants or product manufacturer. I 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- mil. Polyethylene retardérs, called visqueen, range from 5- to 10-mil in thickness. These products are no longer considered adequate for moisture I 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 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 I American Concrete Institute (ACI) sections address the issue of moisture transmission into and through concrete slabs: ASTM E1745-97 (2009) I Standard Specification for Plastic Water Vapor Retarders Used in Contact Concrete Slabs; ASTM E154-88 (2005) Standard Test Methods for Water I 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! 302.2R-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. I - 11 Rincon Residential Project 1 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 Hg) 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. :1 Rincon Residential Project 1 Carlsbad, California Job No. 14-10623 Page 28 16.3 As previously stated, following placement of concrete floor slabs, I sufficient drying time must be allowed prior to placement of any floor coverings. Premature placement of floor coverings may result in I degradation of adhesive materials and loosening of the finish floor materials. 1 17. Concrete Isolation Joints: We recommend the project Civil/Structural Engineer incorporate isolation joints and control joints(sawcuts) to at least I 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 I 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 1 concrete), some cracking of slabs can be expected. I 18. 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. I The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction. It is therefore important I that all improvements are properly designed and constructed for the existing 1 I, 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 1 recompacted soils should underlie exterior slabs on-grade for secondary improvements. I. 19. Exterior Slab Control Joints: For exterior slabs with the minimum shrinkage * reinforcement, control joints should be placed at spaces no farther than 12 2 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. 20. 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, I with control joints no farther than 12 feet apart and also at re-entrant corners. Pavement joints should be properly sealed with permanent joint I sealant, as required in sections 201.3.6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2012 Edition. I I I 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 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. Slopes 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. 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. 1 Rincon Residential Project I Carlsbad, California Job No. 14-10623 Page 31 The stability of temporary construction slopes will depend largely on the contractor's 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 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. Cal-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 Wail 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 earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining retained surface. We recommend that restrained retaining walls with level backfill be designed for an equivalent fluid pressure Rincon Residential Project 1 Carlsbad, California Job No. 14-10623 Page 32 1 of 56 pcf for low expansive import or on-site soils. Wherever restrained walls I 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 1 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 'I 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 I 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 I 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. I 'I I 1 Rincon Residential Project Job No. 14-10623 Carlsbad, California r Page 33 -_. .-'__ 2C10 42 48 50 52 '*TO determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. Backfill soils should consist of low-expansive soils with EL less than 50, and 'should be placed from the heel of the foundation to the ground surface within the wedge formed by a plane 'af 300 from vertical, and passing by the heel of the foundation and the back face of the retaining wall. Surchare Loads: Any surcharge loads placed on the active wedge behind a cantilever wall should be included in the design by multiplying the vertical load by a factor of 0.31. This factor converts the vertical load to a horizontal load. - Wall Drainage: Proper subdrains- and free-draining backwall thaterial or board drains (such as J-drain orMiradrain) 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 Schematic). Geotechnical Exploration, Inc. will assume no liability for damage to structures or improvements that is attributable to poor drainage. Architectural plans should clearly indicate that subdrains for any lower-level walls be placed at an elevation at least 1 fáot below the top of the outer face of the footing, not on top of the footing. At least O.5-percent.gradient should be provided to the subdrain. I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 34 The subdraiñ should be placed in.66 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 11 I I $ I I I Rincon Residential Project 1 Carlsbad, California Job No. 14-10623 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 observerthis 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 Project Start Ut, 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 I [1 I I 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.). 34. Construction Best Management Practices (BMPs): Construction BMPs must be implemented in accordance with the requirements of the controlling jurisdiction. At the very least, sufficient BMPs must be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning 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 BMPs. 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 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 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 are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction HI I 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. XI. GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the I actual soil conditions revealed during site grading work and footing excavation to be as anticipated in this 'Report of Preliminary Geotechnical Investigation" for the I 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 1 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 I compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our I observations and testing. XII. LIMITATIONS I Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with I similar soils and formational materials located in this area of Carlsbad. Of necessity, we must assume a certain degree of continuity between exploratory I 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 i I discrepancies are noted, additional recommendations may be issued, if required. I Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 38 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. 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 Job 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 LstJMid, President C.E.G. 999/P.G. 3391 '• '' V 999 I CERTIFIED (P ENGINEER N j I V4GEOLOGlSr qt" N2 CAU9.' V U I REFERENCES I 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, 1., 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. Cooksley, 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 (M1=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. Allen and J.M. Nordqulst, 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 I REFERENCES/Page 2 1 Quadrangle, California—A New Generation, Geological Society of America Abstracts with Programs, v. 1 26, P. 63. Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary Faulting in San Diego Bay and I Hazard to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-iDA. Kennedy, M.P. and S.H. Clarke, 1997B, 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 I 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 I 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. I 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 I 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 I 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. I 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. I 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, I 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. I 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 I 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 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, J.A., 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, htto://earthquake.usps.gov/. 'Li [(-.INITY I 165-175 Chinquapin Avenue Carlsbad, CA. Figure No. I Job No. 14-10623 Gil VICINITY MAP' r ,V 7 • I7M:SAV .0 LPdR IU CYPRESS A QjARIcB4O .17i M CAT AD rRh frt'*d I 6 BASSVVOW Ay T2. HoIxiay c • F; 1000 .: • NN aw-I p.0UAAV \' I 7 teJi •:sE. c?: ,, C) ___________ - C • - %$\ e:: Thomas Guide San Diego County Edition pg 1106 Rincon Residential Project 165-175 Chinquapin Avenue Carlsbad, CA. Figure No. I Job No. 14-10623 EQUIPMENT DIMENSION & TYPE OF. EXCAVATION . . DATE LOGGED Hand Toots 2'X 3' X 3.5'. Handptt 10-15-14 SURFACE ELEVATION GROUNDWATER/.SEEPAGE DEPTH LOGGED BY 158' Mean Sea Level Not Encountered..:—CKG I FIELD DESCRIPTION '. AND. . CLASSIFICATION . . . _ ': . . in . + DESCRIF1ION'ANDREMARKS hCO.is. sen*.Moisture;Co1oT) ,,(Grain Ii Uj z J 8 cc SILTY. SAND, fine-to medium-grained; minimal.. cohesion. Loose. Dry. Gray-brown. TOPSOIL . . . I - - with many roots from less than 1I8 to 1" in . diameter.-.- • , SILTY,SAND, fine- to medium'-grained; minimal SM - :cohesion, minorcemëntation. Medium dense. Dry. Light red- and tan-brown. - WEATHERED OLD PARALICDEPOSITS (Qop' . 2- 6.7) I ' . 2.9 102.2 ' 82 SILTY.SAND, fine- to, medium-grained; minimal SM - i 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— L . PERCHED WATER TABLE JOB NAM Rlñcón Residential Project ' SITE LOCATION ,•, ' ' ,:. :, 165-175 Chlnquapin Avenue, Carlsbad, CA I fJ • 'BULK BAG SAMPLE IN-PLACE SAMPLE JOB NUMBER 14-10623. REVIEWED BY LOR/JAC LOG No HP .1 9 I . MODIFIED CALIFORNIA 'SAMPLE jJ NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST SO !1 FIGURE NUMBER 'lila 1• ' .: . ' :' '' I I, I I I I I I I I I I I I I I I I I EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 3'X3.5! Handpit 10-15-14 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY ± 60' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION AND Ci CLASSIFICATION 6 + C5 ~j CO2 DESCRIPTION AND REMARKS CS (Grain Size, Density, MoistureColor) W 5 co x g - SILTY SAND, fine- to medium-grained. Loose. SM - Dry. Gray-brown. FILL (Oaf) • 1 2.4 96.5 77 1 - many small roots in the upper 1 foot. - SILTY SAND, fine- to medium-grained; minimal SM cohesion, minor cementation. Medium dense. Damp. Red- and gray-brown. 2.7 108.8 87 - TOPSOIL! - WEATHERED OLD PARALIC DEPOSITS 2.7 105.6 84 - - (GRADATIONAL) (Qóp ) -- many roots from less than 118 to 1/2" in 2- X diameter. ILTYSAb iie1aT - -SM - cohesion, moderate cementation; minor poiosity. Medium dense. Dry. Red-brown. - OLD PARALIC DEPOSITS (0op.7) - Bottom @3.5' 4- Y PERCHED WATER TABLE JOB NAME Runcon Residential Project SITE LOCATION BULK BAG SAMPLE Eli IN-PLACE SAMPLE 165-175 Chlnquapin Avenue, Carlsbad, CA JOB NUMBER REVIEWED BY LDR!JACI LOG No. I MODIFIED CALIFORNIA SAMPLE Eli NUCLEAR FIELD DENSITY TEST 14-10623 H P-2 4rv4E1 FIGURE NUMBER STANDARD PENETRATION TEST lllb I 'UIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 325' Handpit 10-1544 SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH,. LOGGED BY ± 61' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION AND >- >- — CLASSIFICATION "Uj I • DESCRIPTION AND REMARKS (Grain size, Deisity, Molstwe, Color) ' •Uj 1P LUUj cool • SILTY SAND, fine- to medium-grained. Loose. 15 M •••• - ••• - - Dry. Gray-brown FILL/ TOPSOIL (Oaf) - 1 13 894 71 77 many small roots to 1/8-inch in diameter in the - - upper 1 foot SILTY SAND, fine- to medium-grained; minimal SM cohesion, minor cementation Medium dense; Dry. Red- and tan-brown. - WEATHERED OLD PARALIC DEPOSITS MOP 90 1252 - : --20% passing #200 sieve. X. - some roots to 1I2 in diameter. 2 - - - X. 2 21 1130 90 - SI[TYSAND Tiii - - SM - cohesion moderate cementation minor porosity. 3 - Medium dense. Dry.. Red-brown. 3 - '2.6 109.2 86 - - OLD PARALIC DEPOSITS (Qop) I - - Bottom 3.25' 4- JOB NAME PERCHED WATER TABLE Rincon Residential Project BULK BAGSAMPLE SITE LOCATION • .•. I J IN-PLACE SAMPLE 165-175 Chlnquapun Avenue, Carlsbad, CA MODIFIED CALIFORNIA SAMPLE JOB NUMBER REVIEWED BY LDR/JAC LOG No I •'• 114-10623 Ms NUCLEARFIELO DENSITY TEST FIGURE NUMBER "' IOMtJQfl, Inc. 0461 "fta*n1cal HP3 STANDARD PENETRATION TEST Inc I EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 3.33' Handplt 10-15-14 SURFACE ELEVATION . GROUNDWATER/ SEEPAGE DEPTH : LOGGED BY ± 58' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION . • :. . .. . CLASSIFICATION . . AND.. cj . . • . DE$CRIPTIONADREMARKS (Grain size Demity Moisture Color) • C4 : es M g z _5 3 ca - SILTY .SAND, fine- to medium-grained. Loose.'..Tw Dry. Gray-brown. . :FILL/ : •• TOPSOIL (Qaf) - with rumor roots in the upper 1 foot. . . 1 T . . . . ..... SILTY SAND ,flne-to medium-grained; minimal .-SM cohesion, minor cementation.' Medium dense. Dry: . 1.8 102.9 . . 82 Red- and tan-brown. . - 'WEATHERED OLD PARALIC DEPOSITS (Qop - 6.7) . 2 - - . .• - . . 1.6 SILTY SAND., fine- to medium..grained; minimal SM . . . . .. - cohesion, moderate cementation. Medium dense. . Dr-brow y. Red n. . : 3 : :1 . 2.3 101.3 97.9............78 80 - - OLD PARALIC DEPOSITS (Qop.,) - . Bottom @3.33' .. 4- .......... PERCHED WATER TABLE JOB NAME : . • Rlncàn ResIdential Project . . BULK BAG SAMPLE SITE LOCATION -. .. I. EJ IN-PLACE SAMPLE . 165-175 Chinquapin Avenue, CarIsbad:CA MODIFIED CALIFORNIA SAMPLE S JOB NUMBER: . REVIEWED BY LDR!JAC LOGNo. I j NUCLEAR FIELD DENSITY TEST 144 FIGURE NUMBER iri0623. H P-4 STANDARD PENETRATION TEST IlId I F - EQUIPMENT - DIMENSION & TYPE OF EXCAVATION - DATE LOGGED Hand Tools 2'X 2' X 3' Handplt 10-15-14 SURFACE ELEVATION GROUNDWATERJ SEEPAGE DEPTH LOGGED BY ± 61' Mean Sea Love'!.,,Not Encountered CKG • DESCRIPTION --.. • ' -j w AND.,.. .•. CLASSIFICATION •• .j c - d , -J • .. DESCRIPT1ONAND REMARKS sue Density Moisture Colof) 1.2 ..,(Grain - - - - SILTY SAND, fine- to medium-grained Loose Dry.. Gray-brOwn. • .......FIW TOPSOIL(Qaf) •. / M' SILTY SAND fine- to medium-grained minimal cohesion, minor cementation. Medium dense. Dry. . Light red. and tafl.brown. . . • WEATHERED OLD PARALIC DEPOSITS (Qop. : - 6-7) -• 1 1.8. .106.5 . 85 2- co i '•;• cohesion,, moderate cementation. Medium dense. Dry. Tan-brown. . . . . . . . - OLD PARALIC.DEPOSITS (Qop 7)- ' 2 ' . 2.0 :1.05.2 83 - - 3 - -• -• __ Bottom @3 - - . - 4 - I - I M • I I! - - - . PERCHED WATER TABLE BULK BAG SAMPLE - IN-PLACE SAMPLE - MODIFIED CALIFORNIA-SAMPLE NUCLEAR FIELD DENSITY TEST STANDARD PENETRATION TEST JOB NAME Rincon Residential Project - SITE LOCATION 165-175 Chinquapin Avenue, Carlsbad, CA JOB NUMBER - -- REVIEWED BY, - • - LOG No HP. 5 : .. LDRIJ AC ......: !f!623. FIGURE NUMBER Ille I L LJIIJ 11 0 m Immin H itt. u CO3Ujilli a q Iil 'I 'ii III!! —. 0' Ln - U Qc C.) >— <C CD 3 C-CD - - - - - ? - - - _u - _• - - - - - -. m I I I I U U I U I 0 SL g m oQa E c aar. 2 U aEVA a tz Ci Z ru flj: UN 3flh iUfl iIilh ii is - •r'.c• b ___ :fljjj4r log 0' 11;I UL 1ill j R.IT _ P. cr a win 4 p jfl RECOMMENDED SUBGRADE RETAINING WALL DRAINAGE SCHEMATIC [i Proposed Exterior S . Grade. To Drain at A Mm. 2% ..J", Mm. Fall Away from Bldg y\ ,\ Exterior /Retaining Footing Wall Lower—level... Sealant Slab—on—grad.e or Crawispace Miradraih 60OW/'2V''' Properly Waterproofing Compacted .- To Top Of Wall Backfill Perforated PVC (SDR 35) 4" pipe with 0.5% mm. slope, with bottom of pipe located 12" below slab or Interior. (crawlspace) ground surface elevatiôh, with 1.5 (cu .ft.) of gravel 1". diameter Sealant max,. wrapped with the M!radrain 7 6000 filter cloth. Ameridrain,. Quickdrain or equivalent products ay be used as an alternative. P, T Between Bottom Pipe Bottom Mirafi 60 Filter Cloth NOT TO SCALE Figure No. VI Job No.14-10623 I . . NOTE: As an option to Mirodroin 6000. Gravel or SPIN I Crushed rock 3/4" maximum diameter may be used oteihnlcal I with a minimum 12" thickness along the interior Exploration, Inc. I face of the wall and 2.0 Cu ft/ft. of pipe gravel envelope. : 10623—W APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION - Coarse-grained (More than half of material is larger than a No. 200 sieve) ,I 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 I no fines. GRAVELS WITH FINES GC Clay gravels, poorly graded gravel-sand-silt mixtures I (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) I SC Clayey sands, poorly graded sand and clay mixtures. i 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 I 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. I Liquid Limit Greater than 50 M Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. I CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. I HIGHLY ORGANIC SOILS PT Peat and other highly organic soils (rev. 6/05) SEISMIC DATA EQ FAULT TABLES RiflCOn TEST.OUT * *** **** *** *** * * **** * * * E Q F A U L T * * * version 3.00 * * * ** * * ***** **** * ** DETERMINISTIC ESTIMATION OF f 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 nh 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 --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS Page 1 Rincon TEST.OUT ~ 11 I Page 1 ABBREVIATED FAULT NAME APPROXIMATE DISTANCE mi (kin) 4.7( 7.5) ESTIMATED MAXIMUM jEARTHqUAKEj MAG.(Mw) MAX. EARTHQUAKE PEAK SITE ACCEL. g 0.404 EVENT JEST. SITE JINTENSITY JMOD.MERC. x ROSE CANYON 6.9 NEWPORT-INGLEW000 (Offshore) 5.3( 8.6) 6.9 1 0.379 X CORONADO BANK 20.6( 33.1)1 7.4 1 0.162 VIII ELSINORE-TEMECULA 24.8( 39.9) 6.8 1 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) - 7.1 0.067 VI EARTHQUAKE VALLEY 44.2( 71.1) 6.5 0.032 V NEWPORT-INGLEWOOD (L.A.Basin) 46.3( 74.5) 6.9 0.041 V SAN JACINTO-ANZA 47.3( 76.2) 7.2 0.051 1 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 51.8( 83.3) 6.8 0.033 V SAN JACINTO-COYOTE CREEK 52.9( 85.1) 6.8 0.032 V COMPTON THRUST 56.O( 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 0.035 V SAN JACINTO-SAN BERNARDINO 60.4( 97.2) 6.7 0.025 V SAN ANDREAS - san Bernardino 65.6( 105.5) 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 1 0.021 Iv PINTO MOUNTAIN 72..5( 116.7 7.0 9.025 V SIERRA MADRE 72.8( 117.15 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) 80.9( 130.2) 6.7 0.020 IV SAN ANDREAS - Mojave 8]..2( 130.6) 7.]. 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) I 83.0( 133.5) 6.6 0.015 Iv VERDUGO 1 83.3( 134.1) 6.7 0.020 iv HOLLYWOOD I 85.1( 137.0) 6.4 0.015 IV ELMORE RANCH 1 86.6( 139.3)1 6.6 0.014 IV SUPERSTITION HILLS (San Jacinto) 87.6( 141.0)1 6.6 0.014 IV ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 2 ------------------------------------------------------------------------------- ESTIMATED MAX. EARTHQUAKE EVENT ------------------------------- LANDERS HELENDALE - S. LOCKHARDT LAGUNA SALADA SANTA MONICA MALIBU COAST LENWOOD-LOCKHART-OLD WOMAN SPRGS BRAWLEY SEISMIC ZONE JOHNSON VALLEY (Northern NORTHRIDGE (E. oak Ridge ABBREVIATED FAULT NAME APPROXIMATE DISTANCE mi (kin) 88.4( 142.2) 88.9( 143.1) 89.4( 143.9) 89.8( 144.5) 92.3( 148.5) 93.0( 149.6) 95.7( 154.0 96.1( 154.7 96.6( 155.4) Page 2 MAXIMUM EARTHQUAKE MAG. (MW) 7.3 7.1 7.0 6.6 6.7 7.3 6.4 6.7 6.9 PEAK SITE ACCEL. 9 0.025 0.021 0.019 0.016 0.017 0.023 0.011 0.014 0.022 EST. SITE INTENSITY MOD.MERC. V IV IV Iv IV IV III III IV I I I I, Rincon TEST.OUT EMERSON So. - COPPER MTN. 96.6( 155-5)1 6.9 1 0.016 IV SIERRA MADRE (San Fernando) 97.1( 156.3) 6.7 0.016 Iv SAN GABRIEL 97.4( 156.8) 7.0 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'MAXIMtJM-EARTHQUAKE SITE ACCELERATION: 0.4038 g / Page 3 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: RiflcOn eqf Test Run Analysis FAULT-DATA-FILE NAME: CDMGFLTE.OAT 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 RI-1GA 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 MAXIMUM EARTHQUAKE MAG. (MW) 6.9 6.9 7.4 6.8 7.]. 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 RHGA SITE ACCEL. g 0.262 0.247 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 EST. SITE INTENSITY MOD.MERC. IX IX VIII VII VII VI VI V V VI V V V V .IV IV IV IV IV 'V IV V III IV IV IV IV IV IV ESTIMATED MAX. EARTHQUAKE EVENT ------------------------------- APPROXIMATE DISTANCE mi (kin) 20. 24. 24. 44. 47. 56. 65. 69. 72. 73. 76. 78. 78. 80. 81. 81. 82. 83. 83. 33. 55. 57. 71. 74. 77. 83. 85. 90. 93. 95. 97. 105. 105. 107 111. 117. 122. 130. 130. 130. 137. 139. 141. APPROXIMATE DISTANCE mi (kin) 88.4( 142.2) 88.9( 143.1) 89.4( 143.9) 89.8( 144.5) 92.3( 148.5) 93.0( 149.6) 95.7( 154.0) 96.1( 154.7) 96.6( 155.4) Page 2 MAXIMUM EARTHQUAKE NAG. (Mw) 7.3 7.1 7.0 6.6 6.7 7.3 6.4 6.7 6.9 RHGA EST. SITE SITE INTENSITY I 0.025 V 0.021 IV 0.019 IV 0.016 IV 0.017 Iv 0.023 IV 0.011 III 0.014 III 0.022 I IV ESTIMATED MAX. EARTHQUAKE EVENT ------------------------------- RinCon rhTEST.OUT ----------------------------- Page 1 - ABBREVIATED FAULT NAME ROSE CANYON NEWPORT-INGLEWOOD (offshore) CORONADO BANK ELSINORE-TEMECULA ELSINORE-JULIAN ELSINORE-GLEN IVY PALOS VERDES EARTHQUAKE VALLEY NEWPORT-INGLEWOOD (L.A. Basin) SAN JACINTO-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 - Mojave SAN ANDREAS 1857 Rupture EUREKA PEAK CLAMSHELL-SAWPIT SUPERSTITION MTN. (San Jacinto) VERDUGO HOLLYWOOD ELMORE RANCH SUPERSTITION HILLS (San Jacinto) ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page ------------------------------------------------------------------------------- ABBREVIATED FAULT NAME 5 LANDERS HELENDALE - S. LOCKHARDT LAGUNA SALADA ' SANTA MONICA MALIBU COAST LENWOOD-LOCKIIART-OLD WOMAN SPRGS BRAWLEY SEISMIC ZONE - JOHNSON VALLEY (Northern) NORTHRIDGE CE. Oak Ridge I RinCon rhTEST.OUT EMERSON SO. - COPPER Mm. 96.6( 155.5) 6.9 I 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)1 7.0 0.017 IV ANACAPA-DUME I 98.9( 159.1)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 eqtTest Run 100 n -100 -4wJ -UU -.LJU -1(M) 0 100 200 300 400 500 600 200 300 400 loG 50C 60C 70( 80( 901 APPENDIX C MODIFIED MERCAL.L.I 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. 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 "1 - 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. 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. INot felt except by a very few under especially favorable circumstances. II Felt only by a few persons at rest, especially on upper floors of buildings. Delicately suspended objects may swing. III 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 pIaster, 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 wails 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. Earth slumps andland slips insoft ground. Rails bent greatly. 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. I I I I I APPENDIX D I I USGS DESIGN MAPS SUMMARY REPORT I I 1 I I I, I I 1 I I I ILAJ1J Design Maps Summary Report User-Specified Input Reportlitle 175 Chinquapin. Avenue, Carlsbad, CA Tue October 28, 2014:17:35:10 UTC Building Code Reference Document ASCE.7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordiflätés 33.146710N, 117.34330W 1 Site soil:classification Site Class D - "Stiff -Soil". Risk Category 1/11/111 - . - ceans,de=• I 1 Carlsbad 41 San Aa- . '.i :! I A p. f ft Umapquest .•. . IUSGS-Provided Output Ss 1.162g S,ft= 1.203g SDS = 0.802g 1S, 0.446g SM1 = 0.693 g S,= 0.462.g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and I deterministic ground motions in the direction of maximum horizontal response, please return to the application and :select the "2009 NEHRP" building code reference document. I MCE, Response Spectrum Design Response Spectrum 1.43 0.90 0.21 0.721 01B - 0.4 I 0.09 - , I .1 i 0.00 i i. i: .I• I I •1. I 1 I 000..0.20 0.40 000 0.20.1.00 1.20 1.40 1.0, 1.20 2.00 0.00 0.20 0.40 0.0 0.20 1.00 L20 1.40 1.0 1.20 2.00, 1 Perlöd,T(sec) PerlOda T For PGAM, TL, CRS, and CR1 values, please view the detailed report USGS Design Maps Detailed Report ASCE 7-10 Standard (33.14670N, 117.3433°W) Site Class D - "Stiff Soil", Risk Category 1/11/111 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 S5) 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 221 (1] Ss = 1.162 g I From Figure 22-2123 S1 = 0.446 g 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. I Table 20.3-1 Site Classification Site Class VS NorNCh 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 s,, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis In accordance with Section 21.1 For SI: lft/s = 0.3Q48 m/s 1lb/ft2 = 0.0479 kN/m2 I LI I I Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEJ ) Spectral Response Acceleration Parameters I Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period I S :5 0.25 S = 0.50 S = 0.75 SS = 1.00 S > 1.25 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 r 1 F See Section 11.4,7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S I For Site Class = D and S = 1.162 g, F = 1.035 11.4-2: Site Coefficient F I Table Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period ' '° s, .30 :.:' .: , . :.: A 0.8 B 1.0 1.0 1.0 1.0 1.0 D 2.4 2.0 1.8 L 1.6 1.5 F . See Section 11.4.7 of ASCE 7 - I Note:. Use straight-line interpolation for intermediate values of Si For Site Class = D and S1 = 0.446 g, F, = 1.554 a I I Equation (11.4-1): SMS = FaSs = 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): SOS = % S 5 = % x 1.203 = 0.802 g Equation (11.4-4): S01 = % S 1 = %x 0.693 = 0.462 g Section 11.4.5 - Design Response Spectrum From Figure 22-12 [31 TL = 8 seconds Figure 11.4-1: Design Response Spectrum T<T0:SS.(O.4 +O.6TiT) SzO.8D2 To T Ts: Sa S 05 T5<T TL : Sg=8iT T>T1:S8TI. JTa I S )=O4(2 -- 1' T= 0. 115 T = 0,576 1.000 Period, I (sec) S=1.2O Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCE) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. U. lit) i=U1b LOOP Period. T(sec) 1 Section 11.8.3 - Additional Geotéchnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [41 PGA = 0.464 Equation (11.8-1): PGAM = F APGA = 1.036 x 0.464 = 0.481 g I Table 11.8-1: Site Coefficient F Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA I Class PGA:50.10 PGA =0.20 PGA =0.30 PGA =0.40 PGA ~0.50 A 0.8 0.8 0.8 0.8 0.8 I B 1.0 1.0 1.0 1.0 1.0 I 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 ofASCE 7 Note: Use straight-line interpolation for intermediate values of PGA I For Site Class = D and PGA = 0.464 g, = 1.036 Section 21 .2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 CRS = 0.934 I --•-'----•---•-- __ __ __ From Figure 22-18 161 CR1 = 0.986 I.. I 1 I . I Section 11.6 - Seismic Design Category Table 11.6-1 Seismic DesiQn Cateqory Based on Short Period Response Acceleration Parameter VALUE OF 8DS RISK CATEGORY loFt! III IV S 5 <O.l6lg A A A 0.1679 :5 S < 0.33g B B C 0.33g:5 S < 0.50g C C D 0.50g5505 D D D For Risk Category = I and S = 0.802 g, Seismic Design Category = D Table 116-2 Seismic Desiqn Cateqory Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY torI! III IV S,j < 0.067g A A A 0.067g<S.c0133g B B C 0.133g:5 s01 < 0.20g C C D 0.20gSS01 D D D For Risk Category = I and SDI = 0.462 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" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category, References Figure 22-1: h r.tp://earth qua ke.usgs.gov/hazards/design maps/down loads/pdfs/20 lO_ASCE -7_Figu re22 -1 .pdf Figure 22-2: http://earth qu ake.usgs. gov/hazards/design maps/down loads/pdfs/2 01O_ASCE-7_Figu re2 2-2 .pdf Figure 22-12: http :1/earth quake .0 sgs .gov/hazards/design maps/down loads/pdfs/20 lO_ASCE -7_Figu re_2 2- 12. pdf Figure 22-7: http :1/earth quake. usgs.gov/haza rdsJdesign maps/down loads/pdfs/2 010_ASCE -7_Figu re_2 2-7 .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 ://ea rthquake.0 sgs.gov/hazards/design maps/down loads/pdfs/2 O1O_ASCE-7_Figu re_22- 18 .pdf I BUILDING ENERGY ANALYSIS REPORT I PROJECT: HOUSE #2 171 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 Date: 3/31/2016 RECEIVED APR 062016 CITY OF CARLSBAD BUILDING DIVISION 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. I EnergyPro 6.7 by Energy.Soft User Number: 1348 ID: 126976 I 4L I TABLE OF CONTENTS I Cover Page I Table of Contents 2 Form CF-1 R-PRF-01-E Certificate of Compliance 3 Form RMS-I Residential Measures Summary 12 Form MF-1 R 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 I Job Number: ID: 126976 User Number: 1348 1 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 1 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.xml GENERAL INFORMATION 01 Project Name 171 CHINAQUAPIN AVENUE 02 Calculation Description Title 24 Analysis 03 Project Location 171 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) 2972 15 Number of Zones 3 16 Slab Area (ft2) 966.9 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 (%) 23.29/6 COMPLIANCE RESULTS 01 Building Compiles with Computer Performaici 02 This building incorporates featuresthat require field testing and/or verificationby a certified HERS raterunder the supervision of a CEC approved HERS provider. 03 This building incorporates oneoimore Spec,ai e jesowjibeiow ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 1.76 3.26 -1.50 -85.2% Space Cooling 4.97 3.96 1.01 20.3% IAQ Ventilation 1.29 1.29 0.00 0.0% Water Heating 9.75 6.54 3.21 32.9% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 17.77 15.05 2.72 15.3% Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-31 09:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.xml REQUIRED SPECIAL FEATURES rhe 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: - - . lAO mechanical ventilation . Cooling System Verifications: * —None — HVAC Distribution System Verifications: —None— Domestic Hot Watei System Verifications: - —None— A ENERGY DESIGN RATING 1/ \ This is the sum of the annual TDV energy consiirñption 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 regulat&l b?'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 Refdrence Enery Uset jf Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2 yr)* ) ,, 6142 u 5870 272 44% - * includes calculated Appliances and Miscellaneous Energy Use (AM . P' F J V tJ L. t' 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 171 CHINAQUAPIN AVENUE 2972 1 6 3 0 1 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 Res HVAC1 966.9 9 DHW Sys 1 Second Floor Conditioned Res HVAC1 1313.5 9 1DHW Sys 1 Third Floor Conditioned Res HVAC1 691.6 8 DHW Sys 1 Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - C17111-03092016-744 . Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.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 431.3 76 90 Southwest Wall First Floor R-13 Wall 225 Front 396 49 90 Southeast Wall First Floor R-13 Wall 135 Right 198 144 90 Northwest Wall First Floor R-13 Wall 315 Left 33.8 90 Interior Surface First Floor>>_Garage_ R-13 Wall 199.5 Northeast Wall 2 Second Floor R-13 Wall 45 Back 627.8 62.5 90 Southwest Wall 2 Second Floor R-13 Wall 225 Front 627.8 37.5 90 Southeast Wall 2 Second Floor R-13 Wall 135 Right 198 100 90 Northwest Wall 2 Second Floor R-13 Wall 315 Left 198 83.4 90 Raised Floor Second Floor R-19 Floor No Crawlspace 61.1 Interior Surface 4 (Second Floor>>_Garage_ R-19 Floor No Crawlspacel 425.2 Northeast Wall 3 Third Floor. fl Back 300 6 90 Southwest Wall 3 Third Floor (( fl R 13Jh K225 J [oit /7 300 37.7094 90 Southeast Wall 3 Third Fldor \S .jJ J 'S&t3Wafl U XttlA5 /7 U LR1gh \S 165 10 90 Northwest Wall 3 Third'Ftoo 4 Q I13 Wall 31 r Lf 165 71.9801 90 Northeast Wall 4 _Garage _ Garage Wall 45 Ba ck 189 90 Southwest Wall 4 _Garage_ Garage Wall 225 Front 213.8 20 90 Northwest Wall 4 _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 Orientatlo n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof First Floor R-21 Roof Rafter w/R-13 - specify - 139.8 0 3 0.25 14.04 0.1 0.85 0.1 Roof Second Floor R-21 Roof Rafter w/ R-1 3 - specify - 621.9 10 3 0.25 14.04 0.1 1 0.85 1 0.1 Roof 3 Third Floor R-21 Roof Rafter w/R-13 - specify - 691.6 0 3 0.25 14.04 0.1 0.85 1 0.1 Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-3111:14:16 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.xml WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) 1.1-factor SHGC Exterior Shading Glass Doors Window Northeast Wall (Back-45) 3.0 7.0 1 21.0 0.50 0.40 Insect Screen (default) Windows Window Northeast Wall (Back-45) ---- ---- 1 55.0 0.50 0.40 Insect Screen (default) Windows 2 Window Southwest Wall (Front-225) ---- ---- 1 49.0 0.50 0.40 Insect Screen (default) Glass Doors 2 Window Southeast Wall (Right-135) ---- ---- 1 72.0 0.50 0.40 Insect Screen (default) Glass Doors 3 Window Southeast Wall (Right-135) 9.0 8.0 1 72.0 0.50 0.40 Insect Screen (default) Windows 3 Window Northeast Wall 2 (Back-45) ---- ---- 1 62.5 0.50 0.40 Insect Screen (default) Windows 4 Window Southwest Wall 2 (Front-225) ---- ---- 1 37.5 0.50 0.40 Insect Screen (default) Glass Doors 4 Window .. Southeast Wall 2 (Right-1 35) ---- ---- 1 64.0 0.50 0.40 Insect Screen (default) Windows 5 Window Southeast Wall 2 (Right-135) ---- ---- 1 36.0 0.50 0.40 Insect Screen (default) Glass Doors 5 Window Northwest Wall 2 (Left-315) ---- ---- 1 53.4 0.50 0.40 Insect Screen (default) Windows 6 Window . . NorthwèstWall, 2(Left-315) 6.0 5.0 1 30.0 0.50 0.40 Insect Screen (default) Skylight Skylight - Ro6,2(pecify --0) 1 10.0 0.50 0.40 Windows 7 Window NorthstWalIr3(ack45) j 171 2'60 050 040 Insect Screen (default) Glass Doors 6 Window Ii \I 3O 5 L )i 17 20O 0.50 0.40 Insect Screen (default) Windows 8 Window SjthwestWaII 3(Eront25)cZ $ 19 r 1.j4 i7.7 0.50 0.40 Insect Screen (default) Windows 9 Window Southeast WaIl 3 (Right-135) 2.5 2:0 2 10.0 0.50 0.40 Insect Screen (default) Glass Doors 7 Window Northwest WaII3 (Left-315) 6.0 7.0 1.271 53.4 0.50 0.40 Insect Screen (default) Windows 10 Window Northwest Wall 3 (Left-315) 8.0 1.3 1.193 12.6 0.50 0.40 Insect Screen (default) Windows 11 Window Northwest Wall 3(Left-315) 2.5 2.0 1.2 6.0 0.50 0.40 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft) 1.1-factor Door Southwest Wall 4 20.0 0.50 GarageDoor Northwest Wall 112.0 0.70 Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.xml OVERHANGS AND FINS 01 02 f 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 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 3 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Windows 6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 6 0.5 0.1 5 5 0 0 0 0 0 0 0 0 0 Windows 8 0.5 0.1 5 5 0 0 0 0 0 0 0 0 0 Windows 9 0.5 0.1 5 5 0 0 0 0 0 0 0 0 0 Glass Doors 7 . 3.5 ; 0.1 3 3 0 0 0 0 0 0 0 0 0 Windows 10 3.5 0.1 3 3 0 0 0 0 0 0 0 0 0 Windows 11 10.5, , 0.1 5 5 0 0 0 0 0 0 0 0 0 -. - -- ? Ji 1bt*1 II \; HE JT u 4i DER Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 6 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.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-1 3 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 Inside Finish: Gypsum Board Sheathing /lnsulation: R13 Sheathing Cavity/Frame: R-21 /2x6 - Roof Deck: Wood Siding/sheathing/decking R-21 Roof Rafter wi R-1 3 Cathedral Ceilings Wood FrameCling iQ C R 21 0.030 Roofing Light Roof (Asphalt Shingle) if \I I ~2_xj Floor Surface Carpeted Floor Deck Wood Siding/sheathing/decking R 19 Floor No Crawispace Exterior Floors ood Framedjoo L@i6 in 0 C J f jR 19j U U O05,Q Cavity/Frame R 19/2x6 H E R S P R 0 V f I Floor Surface Carpeted Floor Deck: Wood Siding/sheathing/decking Cavity/Frame: R-19/2x6 R-19 Floor No Crawispacel 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 966.9 117.7 None 0.8 No Slab Floor 2 _Garage_ 458.2 65.4 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 Not Required Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-31 09:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.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 ,- - H t" '' r' R .- —. SPACE CONDITIONING SYSTEMS U U 0 01 02f E 5 OP R C \Ji E R 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 Cooling System Heat Pump System 1 —1 Heat Pump System 1 None 1 None 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 Registration Number: 215-N65013088-000000000-0000 Registration Date/Time: 2016-03-3111:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.xml 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 Ettectiveness(%) HERS Verification SFam lAQVentRpt 82.22 0.25 Default 0 Required T; 1; \tQ1 II L U. J El ti HERS PROVIDER Registration Number: 215-N6501308B-000000000-0000 Registration Date/Time: 2016-03-3111:14:16 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03092016-744 Report Generated at: 2016-03-3109:35:09 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:34, Thu, Mar 31, 2016 Page 9 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 2.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 10:02:07 -CABEC Address: CENHERS Certification Identification (If applicable): AdIm nyC.144.t!iar 633 Monterey Trail Ri 3-14-10053 ____ 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: 1 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 2. 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 enforcement .4 , . agency for approval with this building permit application Responsible Designer Name: / i Reonible besigner Sigtir. Richard Roswall L I Company: H E R pDe.Sfl:vf D E. R 2016-03-31 11:14:16 Shackelton Design Group Address: - License: 1106 2nd Street, #359 N2589545 City/State/Zip: Phone: Encinitas, CA 92024 0 760-889-2600 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-N6501308B-000000000-0000 Registration Date/Time: 2016-03-31 11:14:16 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:35:09 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name HOUSE #2 Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 3/31/2016 Project Address 171 CHINA QUAPIN AVENUE CARLSBA California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,972 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft) Special Features Status Slab Unheated Slab-on-Grade - no insulation 967 Perim = 118' New Wall Wood Framed R13 3,162 New Demising Wood Framed Rafter R 19 1,519 New Roof Wood Framed Rafter R 21 1,443 RigidR-13.0 New Floor Wood Framed w/o Crawl Space R 19 486 New FENESTRATION I Total Area: 6881 Glazing Percentage: 23.2%1 Orientation Area(ft) U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor: Exterior Shades 0.50 Status Rear (NE) 21.0 0.500 0.40 2.0 none Bug Screen New Rear (NE) 123.5 0.500 0.40 none none Bug Screen New Front (SW) 86.5 0.500 0.40 none none Bug Screen New Right (SE) 172.0 0.500 0.40 none none Bug Screen New Right (SE) 72.0 0.500 0.40 6.0 none Bug Screen New Left (NW) 53.4 0.500 0.40 none none Bug Screen New Left (NW) 30.0 0.500 0.40 2.0 none Bug Screen New Skylight 10.0 0.500 0.40 none none None New Front (SW) 37.7 0.500 0.40 0.5 none Bug Screen New Right (SE) 10.0 0.500 0.40 0.5 none Bug Screen New Left (NW) 66.0 0.500 0.40 3.5 none Bug Screen New Left (NW) 6.0 0.500 0.40 0.5 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. 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 1 Small Instantaneous Gas 0 0.85 All Pipes Ins New EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31 T09:36:41 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 comaliance annroach used. Exceotions may arn,lv. Review the resaective code section for more information. Building Envelope Measures: § 110.6(a)!: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. 1 10.6(a)5: a1 . 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. 110 8'' The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. §110.8(j): A radiant barrier shall have an emittance of 0.05 or less when the installation of radiant barrier is specified on the CFIR. Minimum R-30 insulation in wood-frame ceiling; or the weighted average U-factor shall not exceed 0.031. Minimum R-1 9 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. 150.0(c): Minimum R-1 3 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 11 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). 1 50 0'l' 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 0' 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: § I 50.0(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. 150.0(e) I B 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)IC: Masonry or factory-built fireplaces have a flue damper with a readily accessible control. 150 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 of110.3(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. 150.0(h)'1 • Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. I 50.0(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). 150.00)1 A 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. §150.00)1B Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R-12 external insulation or R-1 6 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. 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. § 150.06)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 § 150.0(.j)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) 1: 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. 150 01n3 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 ANSl/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) 1: 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 '/4 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 0m3-6 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 150.0(m)9: 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. §I50.0(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 § I 50.0(m)1 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(o)lA 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 § 1104 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. 110 4'b3 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- 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 ofl 10.9. I 50 0'k'lA 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-B, as applicable. " 0(klB ' 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 I 50 0'k1C• § 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 S 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. 01k1F I 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 of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §I50.0(k)2G: according to §110.9; meets Installation Certificate requirements ofl30.4; the EMCS requirements ofl30.5; 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'2I• 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. 0(k4• Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated • cabinet. I50 0k5• 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. 0(k6 / Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. 150.0(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. • iso o'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 0k9D• 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. I 50.0(k) 10 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). 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: 150 0k 1213: 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)!: 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 of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise multi-family buildings shall comply with the requirements of § 110.10(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)!: 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. §1 10.10(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. I 10 10b3A• 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 §110.!0(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. I0(b4 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 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)!: 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 §1!0.10(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 #2 Date 3/31/2016 System Name Res HVAC Floor Area 2,972 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 8 COIL CFM Total Room Loads 1,515 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 37,574 1,697 853 32,174 Total Output (Btuh) 64,800 0 Output (Btuhlsgft) 21.8 0 0 Cooling System 0 0 Output per System 7,000 0 O 0 0 Total Output (Btuh) 56,000 0 1,6971 0 Total Output (Tons) 47 0 0 Total Output (Btuh/sqft) 18.8 Total Output (sgft/Ton) 636.9 1 37,5741 32,174 Air System CFM per System 330 HVAC EQUIPMENT SELECTION Airflow (cfm) 2,640 Fujitsu ASU7RLF1 44,240 10,777 49,571 Airflow (cfm/sqft) 0.89 Airflow (cfm/Ton) 565.7 Outside Air (%) 0-0 % Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 44,240 10,777 49,571 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions Aug 3 PM] F Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34°F Outside Air 0 cfm 70°F 70°F 105°F 105°F MEN UILDIF Heating Coil Supply Fan 105 OF 2,640 cfm .RooM In 70°F ]4 I LLIJ L COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 83/68°F 0 cfm 78/62°F Outside Air Ar 78/62°F 55/54°F 55/54°F UII1I[ii1 1. Cooling Coil Supply Fan 55 / 54°F 2,640 cfm 41.1% ROOM 78/62°F UI1Jt EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016.03-31T09:36:41 ID: 126976 Page 17 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #2 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Floor Area 966.9 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 AT °F Btu/hr = 3,093 = 2,901 = 4,842 = 0 = 0 = 156 10,993 = I_1,333 Slab-On-Grade perim = 117.7 0.7300 36 R-13 Wall 790.1 0.1020 36 New Windows/Doors . 269.0 0.5000 36 *R13 Wall . 199.5 0.1020 0 R-19 Roof Rafter 827.2 0.0560 0 R-21 Roof Rafter w/R-13 139.8 0.0310 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 Items shown with an asterisk (*) denote conduction Infiltration:[ I 1.00 X 1.078 Schedule Air Sensible Fraction through an interior surface I X I_9671 x Area another room 9.00 I X I_0.2371 Height ACH Page Total / 60] XI_361 AT TOTAL HOURLY HEAT LOSS FOR ROOM 12,325 EnergyPro6.7 by EnergySoftUser Number:1348RunCode:2016-03-31T09:36:41 ID: 126976 Page1-8o f 23 ROOM HEATING PEAK LOADS Project Name HOUSE #2 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor ' £S2 Floor Area 1,313.5 ''• IL Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature ')AO Conduction Area U-Value AT 'F 0.0490 X 36 0.1020 X 36 0.5000 x 36 0.0490 X 0 0.0560 x 0 0.0310 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 another room Page Total 9.001 x I 0.2371 /60] XI Height ACH ET 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 Btu/hr = 108 = 5,024 = 5,281 = 0 = 0 = 683 11,096 361 = 1,810 R-19 Floor No Craw/space 61.1 X R-13 Wall 1,368.2 X New Windows/Doors 293.4 X X *R19 Floor No Craw/space 425.2 *R19 Roof Rafter 691.6 x x R-21 Roof Rafter w/R-13 611.9 - Items shown with an asterisk () denote conduction Infiltration:[ I 1.001 xl 1.0781 Schedule Air Sensible Fraction through an interior surface to x 1,314 1 xl Area Ceiling TOTAL HOURLY HEAT LOSS FOR ROOM 12,907 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:36:41 ID: 126976 Page 19 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #2 Date 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Floor Area 691.6 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 x to Ceiling U-Value X X x AT °F = = = 361 Btu/hr R-13 Wall 804.3 0.1020 36 2,953 New Windows/Doors 125.7 0.5000 36 2,263 R-21 Roof Rafter w/R-13 691.6 0.0310 36 772 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:[ I 1.001 xl 1.0781 Schedule Air Sensible Fraction through an interior surface x 6921 xl Area another room 8.001 xl 0.2661 Height ACH Page Total /60] xl AT 5,988 = I TOTAL HOURLY HEAT LOSS FOR ROOM 6,942 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:36:41 ID: 126976 Page 20 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #2 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 966.9 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) 355.3 x 0.1020 X 14.0 = 507 R-13 Wall (SW) 347.0 X 0.1020 X 16.0 = 566 R-13 Wall (SE) 54.0 X 0.1020 X 16.0 = 88 R-13 Wall (NVv) 33.8 x 0.1020 x 15.2 = 53 R-13 Wall . 199.5 X 0.1020 X 0.0 = 0 *R19 Roof Rafter . 827.2 X 0.0560 X 0.0 = 0 R-21 Roof Rafter w/R-13 (N) 139.8 X 0.0310 X 42.0 = 182 x x x x Page Total 1,396 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 Glass Doors (NE) 0.0 X 15.7 + 21.0 X 28.6 = 600 Windows (NE) 0.0 X 15.7 + 55.0 X 28.6 = 1,571 Windows (SW) 0.0 X 15.7 + 49.0 X 26.4 = 1,294 Glass Doors (SE) 0.0 X 15.7 + 72.0 X 26.4 = 1,901 Glass Doors (SE) 72.0 X 15.7 + 0.0 X 26.4 = 1,130 x + x x + x ______ ____ x ____ + _____ x x x Page Total Internal Gain . Btu/hr Occupants 2.9 Occupants X 245 Btuh/occ. = 711 Equipment 967 Floor Area X 1.00 w/sqft = 3,300 Infiltration: I 1.0781 x I 0.551 x I . 38.851 x l = 114 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 12,018 Latent Gain Btu/hr Occupants 2.9 Occupants X 1551 Btuh/occ. = 450 Infiltration: 4,8341 X I 0.551 X 38.851 X 0.00100 = 103 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM . 741 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31 T09:36:41 ID: 126976 Page 21 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #2 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 1,313.5 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 61.1 X 00490 X 9.0 = 27 R-13 Wall (NE) 565.3 x 0.1020 X 14.0 = 807 R-13 Wall (SW) 590.3 x 0.1020 x 16.0 = 963 R-13 Wall (SE) 98.0 X 0.1020 X 16.0 = 160 R-13 Wall (NW) 114.6 x 0.1020 X 15.2 = 178 R-19 Floor No Crawlspace 425.2 X 0.0490 X 0.0 = 0 *R19 Roof Rafter 691.6 X 0.0560 x 0.0 = 0 R-21 Roof Rafter w/R-13 (N) 611.9 x 0.0310 X 42.0 = 797 x x Page Total 2,933 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 + 62.5 X 28.6 = 1,785 Windows (SW) 0.0 X 15.7 + 37.5 X 26.4 = 990 Glass Doors (SE) 0.0 X 15.7 + 64.0 X 26.4 = 1,690 Windows (SE) 0.0 x 15.7 + 36.0 X 26.4 = 951 Glass Doors (NW) 0.0 X 15.7 + 53.4 X 28.6 = 1,525 Windows (NW) 0.0 x 15.7 + 30.0 X 28.6 = 857 Skylight (N) 0.0 X 16.2 + 10.0 X 72.4 = 724 x + x ___ + L ____ x L x Page Total 8,522 Internal Gain Btu/hr Occupants 3.9 Occupants X 245 Btuh/occ. = 965 Equipment 1,314 Floor Area X 1.00 w/sqft = 4,483 Infiltration: I 1.0781 X I x I 52.781 x I = 155 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 17,058 Latent Gain Btu/hr Occupants I Occupants X I 1551 Btuh/occ. = 611 Infiltration: I 4,8341 X I 0.551 x I 52.781 X I 0.00100 = 139 Air Sensible CFM ELA LW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,006 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31 T09:36:41 ID: 126976 Page 22 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #2 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 691.6 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) 294.0 X 0.1020 X 14.0 = 420 R-13 Wall (SW) 262.3 x 0.1020 X 16.0 = 428 R-13 Wall (SE) 155.0 x 0.1020 x 16.0 = 253 R-13 Wall (NW) 93.0 x 0.1020 X 15.2 = 144 R-21 Roof Rafter w/R-13 (N) 691.6 X 0.0310 X 42.0 = 901 x x x x x x x x Page Total 2,147 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 + 6.0 X 28.6 = 171 Glass Doors (SW) 2.4 X 15.7 + 17.6 X 26.4 = 503 Windows (SW) 2.4 X 15.7 + 15.3 X 26.4 = 442 Windows (SE) 3.3 X 15.7 + 6.7 X 26.4 = 228 Glass Doors (NW) 0.0 X 15.7 + 53.4 X 28.6 = 1,525 Windows (NW) 0.0 x 15.7 + 12.6 X 28.6 = 360 Windows (NW) 0.0 X 15.7 + 6.0 X 28.6 = 171 x + x x + x Page Total 3,401 Internal Gain Btu/hr Occupants 2.1 Occupants X 245 Btuh/occ. = 508 Equipment 692 Floor Area X 1.00 wlsqft Infiltration: I 1.0781 x I 0.551 x I 27.791 x = 82 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 8,498 Latent Gain Btu/hr Occupants 12.1 I Occupants X I 1551 Btuh/occ. = 322 Infiltration: I 4,834j x I °I x I 27 X I o.00iool = I 73 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 507 EnergyPro 6.7 by EnerqySoft User Number: 1348 RunCode: 2016-03-31T09:36:41 ID: 126976 Page 23 of 23 ( City of CERTIFICATION OF Development Services 1635 Faraday Avenue Carlsbad B-34 SCHOOL FEES, PAID Building Department 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 #2 Building Permit Plan Check Number CB154618 Project Address: 171 CHINQUAPIN AV A. P. N 206-070-02-02 Project Applicant (Owner Name): RREG INVESTMENTS LLC 1026 Project Description: NEW SFD Building Type Residential: I NEW DWELLING UNIT(S) 2,913 Square Feet of Living Area in New Dwelling/s 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: 21)-4&- Date 01115/2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District El Vista Unified School District San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e Ste. 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) ASan Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Apt. On lv) U Encinitas Union School District- []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) 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: K' Date: tt _t ,/N If B-34 Page 1 of 2 Rev. 03109 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 Lc D LL.'V\)—Qi rrLc\ CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL cAMINO REAL CARLSBAD, CA 92009 'Tl.tôO 33/çr'O( B-34 Page 2 of 2 Rev. 03109 - -.5 CITY OF CAR LSBAD ommunJty & Economic Development MS 15-02 Street Addressing November 23, 2015 - .4• '. - 1 206-070-02-01 175-Chinquapin Ave 2 206-070-02-02 171 Chinquapin Ave 3 206-070-02-03 165 Chinquapin Ave • 5' ..KevinDunn.RinconReàl EtateOioup,:hic OWNER (S)1OWNEI'S,AGENT NAME (PRIN1). OWNER(S)/ R'SAENT NAME (SIGNATURE) OAT STC.RM.'WATE.R C.OM'.FUANc.E FORM Dève'IopmntService,s CITY OF TIER I CONSTRUCTION SWPPP Land Development CAD I •I .A fi E29 ..00 `2750 I tL4J1J1L.# . , - . . . . wwclsbaJgov STORM WATER COMPLIANCE6ER116CA'TE - STORM WATER POLLUTION PREVENTION NOTE PROJECT INFORMATION. My project is not in a category of permit types exempt from the Construction SWPPP requirements 1 ALL NECESSARY EQUIPMENT AND MATERIALS Site Address 171 (2h tLL My project is not located Inside or within 200 feet of an environmentallv_ HLL BE VAILA E ON SI TE TO FACUJTATE ...................., . ................ .............-. .. .. . sensitive area wh a significant potential for contributing pollutants to nearby !SPrHJ tLiJj!IJE4 Vr..JIUii.PINU , A$5essor'sparceJ Numberi: . . . SEDIMENT CONTROL BMPS WHEN RAIN IS receiving waters by way of storm water runoff or, non to water ~s ha EMINENT Project ID 15 4Ui t I My project does not require a grading plan pursuant to the Carlsbad 2 THE OWRI NECONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO Construction rm Peit No ZN Grading Ordinance (Chapter15 16 of the Carlsbad Municipal Code) WORKING ORDER TO THE SATISFACTION OF I My project wil not result in 2 500 square feet or more of soils disturbance THE CITY ENGINEER AFTER EACH RUN-OFF Estimated Construction Start Date May inctuding any associated construction staging stockpiling pavement PRODUCING RAINFALL removal equipment storage refueling and maintenance areas that meets _,`.3.J HE OWNER/CONTRACTOR SHALL INSTALL Project Duration 8 Months one or more of the additional following cntena located ADDITIONAL EROSION CONTROL MEASURES within 200 feet of an environmentally sensitive aea o the Pacjflc Ocean and/or AS MAY BE REQUIRED BY THE CITY Emergency Contact dIsturbed area is located on a sIdo é with a grade at or exceeding 5 ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR Name Kevin Dunn-. . horizontal to 1 vertical and/or disturbed area is located along or within 30 feet of a storm drain inlet an UNFORESEEN CIRCUMSTANCES WHICH MAY open draina,ge channel or watercoi,irse and/or ARISE.'24 hour Phone (949).637' 3254 ' 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL construction will be initiated dunng theiny raason or wIl extend into the rainy season (Oct. 1 through Apnl 30) BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN Perceived Threat to Storm Water Quality I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE PROBABILITY FORECAST EXCEEDS FORTY CHECKED STATEMEN1 S ARE TRUE AND CORRECT I AM SUBMITTING PERCENT (40%) SILT AND OTHER DEBRIS 0 Medium FOR CITY APPROVAL A TIER I CONSTRUCTION SWPPP PREPARED IN SHALL BE REMOVED AFTER EACH RAINFALL ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS 5 ALL GRAVEL BAGS SHALL BE BURLAP TYPE El Low UNDERSTAND AND ACKNOWLEDGE THAT I MUST IMPLEMENT BEST (1) WITH 314 INCH MINIMUM AGGREGATE MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES If medium box is checked must attach a site plan 6 ADEQUATE EROSION AND SEDIMENT TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE h t h n se rk a and location CONTROL AND PERIMETER PROTECTION BEST s ee s OW g propo wo are MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT ANF TO MINIMIZE MANAGEMENT PRACTICE MEASURES MUST BE of proposed structural BMPs THE EXPOSURE OF STORM WATER TO CONSTRUCTION J RELATED INSTALLED AND MAINTAINED POLLUTANTS; AND;- (2) ADHERE T AND AT, ALL .TIMES ,COMPLY,WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE SPECJAL NOTES' DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS CO4PLETE AND APPROVED BY ThE CITY OF CAflCflAfl For City Use Only - , Pa9éiof3 -4 CITY OF CRLSBAQ STANDARD TIER I SWPPP ApprovedB_______________________ Date: - REV 4/30/lO' Erosion Control Sediment Control BMPs Tracking - Non-Storm Water Waste Management and Materials BMPs BMPs Management AMPS Pollution Control BMPs 0 C C 2 .2 O E v C C 0 BestManagomentPractico CL 2 0 . 01 2 Description (BMP) -) 76 CO A v 0 g all 2 W w = cD U C) oio uiOcl) . £: 0 Q Cl)> 522 U3O. .oco U) . (OQ a. Cl) U) IL U) U) U) (I) X 0 CASQA Designation 19 0) uc C? w q- ui ui w (9 ui r. w CO w 0 U) (7 I•;. C? (0 .7 ci () in 0 W W 0 0 UI 0 Cl) (l) CO U) U) U) CO (I) i— - Z U) Z U) Z Z - - Construction Activity UI Gading/SoilDisturbanco Treriching/Excavation — Stockpiling - — — — — --- - — — - — -- — .--- - -- — — — — — — — -- Concrete/Asphalt Saw, _cutting -----. Concrete llatwork - Paving — — - - - -- ._ - — - - - — - .Zi . — Condut/Pipetnstallation-- -- . Stucco/Mortar Work, _ ----- Waste Disposal _StagingiiayDownArea Equipment Maintenance - and Fueling' Hazardous Substance Deviatering Site Access Across Dirt I - - (tisl): _Other. ___-_ --------.-----.-----------.------- lnstrucUons Bègli by .reviewing the Iisl.ofconstructibn actMtiesan&checicing the box to the left of blank activity descnption boxes provided for that purpoe and place a check in the box 1minedlate management practices (BMPs) from the list located along the top of the form Then place an X in .0 checked off and for each of the selected BM Ps selected from the list For Example -.If the project the list for something that applies such as Stabilized Construction Ingress/Egress under Tracking Ingress/Egress column and place an X in the box where the two meet As another example say lii the tasi of AMPs then 'mile in Cover with Ptastic in the blank column under the heading Erosion C Plaste column. àctivitV thatwi...occur during the proposed const uetión. Add Any other activity.descripUoñs i the the left of the added activity descClptlon For each activity descrrlbed pIck one or more best DX at the place where the activity row intersects with the AMP column Do this for each activity that was udesite s access across dirt, then check the box to the left of Site Access Across DIII Then review itrol Foflow along the Site Access Across Dirt row until you get to the,"Stabilized Construction oject included a stockpile that you intend to cover with a plastic sheet Since plastic sheeting Is not on 01 AMPs Then place an X in the box where the Stockpiling row intersects the new Cover with To learn rnoreabout wtiäteadh BMPde'sOtlnr•you May wish to reviewthe AMP Reference Handout prepared tQ.as.istaPpllcantsin the selection of appropriate Best ManagernentPractice measures The reference alse explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected AMPS to a project E-29 Page 2 of 3 REV 4/30/10k 79 41 . .4- EROSION CONTROL PLAN(S) I I I LEGEND LJI 'I - , P100011' DESCRIPTION CASQA STANDARD SYMBOL Y TO 6 15341101 G- 7- -. -(L/.. PROPOSED CONSTRUCTION M-f ENTRANCE PER DETAIL A tL GL _ aL -: - - - - - - .-SILT FENCE PER DETAIL 9 SE- I EXISTING 040/ND 7200 0-GO DRIVE AISLE GRAVEL BAGS PER DETAIL C SE-4, SE-6, SE-10 cDoo Z STAP~ DIRE FENCING TO A- - C.Q.- q3 BETWEEN STABILIZED x 1. SET Is AND EXCAVATE A PROVIDE APPROPRIATE TRANSITION CONSTRUCTION GRAVEL 940 4 BYP04S IN (fO BY 10 OW) IKE POSTS IWO. SIlO ET 'L. I I ,tn*.4Itr,,IM.44 ,rINBLlocm.4 I I 7710404 UPITWE PROM MO £1477106400 MD PUBLIC RIGHT-CF- CRAWL 60 ALONG THEUNEREPOSTS. - - WAY - I :P7SC.S9CC N.T.S. SHEET - - . DETAIL A - STABILIZED -JI I CONSTRUCTION ENTRANCE - - -Lfr- ir r. I! A ATTACH WE FILTER FABRIC TO 4. SACKRLL AND •Ii i II .1I_u1 - --rilir - i _________ - COUPACT THE INTO THE TRENCH. WIMIN Emu DETAIL B SILT FENCE INE WERE FENCE AND EXTEND IT EXCAVATED SaL ______- ••• AREA BRAIN uuuuiu:- ENE - MINN. all 11,111 RK70U TWO LAYERS OF GRAVEL 94GS WITH ENDS OVERLAPPEO GAP BETWEEN BAGS ACTS AS ~LLWAY I - I" r : DETAIL C - GRAVEL BAGS . - - - N.T.S. EROWN I TT CC1 SCALE: 1=I0' EROSION CONTROL NOTES TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION TEMPORARY EROSION CONTROL NOTES CONTDWED . I. IN 5460 0409004Cr 41097010 RESIS00, CONTACT lENIN 0111174 AT PHONE- (949) 637-3254 00 P(TQ'AANEIVT AND TTIIIPYJBORT 071090? (074019. P7.01111145 MO (90547191 91.411 BE C H1OM0NG MIS NULL CONSIST OF ALL RE THE TCZLOWNGI EQUIPMENT AND 9091605 P60 £MERWICT 4101470 SHALL BE MARE AVAILABLE AT ALL TIMES 01(79MG INSTALLED AND MAINTAINED AS 790(000 04 600794 212 RE THE STANDARD SPECIFICATIONS - I. 60EV MIX 94411 CI)495T RE NO 1.455 - - - GRAPHIC SCALE 1"=10, THE KURT SEASON. ALL NECESSARY MATERIALS 96411 BE 515094140 04 NIT AT 09AIOIIEIAT . t 20 Lit 00 ACRE Of ROSE 6001609 105471045 TO TACTUTATE RAND WASITIUCTTO'I RE TEMPO'QART CR97005 911514 Kr/N IS OADIENT. A HITAIRG 91.411 BE APPLIED Tm 41 20 Lit PER AWE RE OWED PNaJE 609405 9404171 04 PLANS NULL NOT BE 000701620190740037 THE APPROVAL RE THE I. ALL 9.CBES THAT ALIT 04.404041 REAZWTALrnIRROCRU04STED'60 WHEN THEY ARE: DA ENCIMEERNO INSPECTOR WEEFEEFORMOREWHEIGHrANDA CENT IDA PUBLIC WALL OR STREET.- . I -. . 10 0 10 20 30 - d. 4 lb. PER ACRE OF ACNILLEA AfUHMA 41 ALL 9.WESIPRETREMWEINHODIT. T lb. PER ACRE OF ALYSSUM (CARRET OF 112 a PER ACRE OF 1)(MORPHOLECA . A JL2i!P 60 9. DEVICES IV WORKING 09 TO 2. AREAS 600000 FLITTER THAN 41 I 74071 ANY RE THE PTELO9INGCEDINTITIISEAISlI I, ii.4 .4 .4tntS00Eirnt MAY BE 60 iAfl94c MOPE IRE AMA ENGINEER OF WORK sci,rtiicn it THE lAir ENGINEER AFTER EACH nvn-trr fliwlilni, npgnr,rLL. - -- ------- -- -----------------------tN0T WIETXJLOO P6009606015 (WAsTIIUcIIW OR YEIGRAL LANDS) 7411074 BOOMS 1NGHVROW0D IS NOT Il9W.E P00.4 EITHERAP7J&JC ST DñA 5. THE COIITIACTO? 94411 INSTALL ADDITIONAL 17100104 CONTROL MEASURES AS MAY BE REQUIRED RE ROUGH EQADINO. STRUCTURES By THE ary CIONDIR SIRE TO 074090P657770 OQALONG 6060477045 60 UNFORESEEN 41 09477190 BY TIlE P9015 AND ia 7104 (51119760 40 MIEQIT 9979.0 TO THE P11905 9. ITEM 60 THIS DJBRECITOI 6(1ST BE INOCULATED, 97TH A NITROGEN PINKO BACTETITA .4.40 0704110 DRY EITHER BY IJQWNG 60 BROADCASTING QIIE H1TIMOTRLOXNS QROJNSTMTSS 4111104 MAY .41960 - HAVE AllY 990.41 09107(104 IDENTIFIED BY THE OTT 04011060 THAT 790.60.41175 IMMEDIATE I AS 0100 MATERIALS 91.411 WE TRANSPORTED TO THE ,*2091E IN UNOPENED CONTAINERS WIN & THE CONTRACTOR 96411 60 RE60OIDSIE AND NULL TAKE NECESSARY PITECAIITTILOAS TO PRESENT - THE CALIFORNIA DEPARThBETIT RE P0(E) AND AGRICULTURE TSSlIIRC.4T104 TAO ATTACHED TO, 04 PUBLIC TRESPASS 6010 AREAS 44tIET79 IMPOUNDED WATERS CREATE A HAZARDOUS 09(57704. a 117011000560 AREAS SHALL BE 0054710) 54 ACCORDANCE 74TH THE T01L0411110 (EAIOTAAI p7474140 074 0410 CONTAINERS I. ALL 9.60(5 THAT Na 60.4060 B:? IN STEEPER AND lIllY Na t 20 1b74 PER ACRE Of ROSE a.Q%o? - 7. ALL 01000'I 0947719. MEA9JRES PROVIDED P0? THE APPROVED (04.ALRNE P1)14 91.411 BE TO FEET I NW-P4IYTO-TONC BETTING AGENTS MAY BE 00040 70 THE HTEROSIED 9.1/TNT AT TIlE OI U) KWE60. WATERING P71074 01000 COTJPT.ERS/TIOOE BIBS DI7A CORIASIW04AL bIS0?ETTDI RE THE CCI'IIRACT00 -. a 0?ALBS) AREAS .4790/ND THE PROJECT POTIMETTIR MUST (5114114 AWAY P7100 THE PARE RE 9.99 AT RE (.079 PREOFITA 71011 971471171160 HEADS 60090745 TOOX S TIFf I MULCH .4779(00 AT THE RATE RE NO LESS 714014 2190 lbS PER AWE TIFf 6 MUWI THE 09IECUNSIA RE EACH 90470110 DAY. COVERAGE - b. GREATER THAN 8 FRET IN HEIGHT SHALL RE WATERED BY A - 1STRAWS MAY BE NJBSTT TUTED. ALL OR PART P60 HIERALPJCALLY APR/ES P7197? MATETOAL. 141160 ETRAW IS USED IT MUST 90 014600440 TO THE 9.99 BY MECHANICALLY PUNCHING 9. ALL REMOVABLE PROTECTTBE 6097405 910974 NIALL BE 04 PLACE AT THE 0140 60 EAOI V.6010MG - CQYTOTITINIAI STOlEN RE LOW PRELSPVTATTO'I 09791160 HEADS NO LESS THAN SOX RE THE STRAW 94W THE 501 BAY 741514 THE alEC)) DAT RAIN PROBABILITY FORECAST EXCEEDS VOMIT PERCENT (402). NIT AND 07110? S (5(411 BE 001060) AFTER EACH RAINFALL PRO VOXNG 160% COVERAGE z AREAS 9090 LESS THAN N I NULL BE (905.4 TOP AS APPROIW BY THE ary 014074WE FERTILIZER 091951010 RE AMMLS'ITIS.4 PHOSPHATE SULFATE TB - 20- 0 WITH 75 0 NIL/TOUR OPPUOL) AT THE RATE RE SI)) lbS P60 AWE - TO. ALL 011110. BAGS 91011 RE 8591911 77Ff 74TH 3/4 0404 MINIMUM AEI51EISlATE P7904 TO HTORONS THE 60901.6060 91.411 NJBMIT A 60600070 WIEME TO PRO WOE IP.T?TGA 1104 TO THE all' £1101109 THE P710405.41 94.411 BE THEISTIC REGARDING THE 0. AREAS 10 BE MTTSMNa000 SHALL BE PREPARED P1904 TO 91960950115 611 IT.96011W IINA 71014 RE H1DIME0 9.995 PAL TO PROITDE BSFECTTW COIENATRE RE MUMBLES TIFfS AND COSTS RE THE 0950175 RE THE PROPOSED 515(40. - I. ROUGHENING THE 9J07AOE TO RE PLAN TED .BT ANY 04 A CPJJAINATTSI 60 044000 9.995 (00% 40601160) P1904 TO 11060400775. THE 9. 91.411 RE STABLLJSDLT BY I 190541194 91.411 MAINTAIN THE MOISTURE LERET. RE THE SEIL AT THE 9'TLMUM TRACK PAL/LOIS 9. 5106060 THAN LI P411404 STRAW OI14TALLED DI ACI60TTANEE 74TH BECTIQR 35.023 60 THE 600904 AND 00M94T LEVEL P719 THE GROWTH RE THE HIOROTESD.W GROWTH. ' 41 NARRORTNS AREA 6.1 04 FlATTER THAT ARE OJPPTCLEIIILY FRIABLE . 0947719. HMLNISG( 60 THE DEPARTMENT RECLOILORPATTO11 STATE RE CALIFORNIA. - - - RIPPING AREAS THAT 791.1. NOT BREAK UP USING ITEMS 04 9 .46079 - 2. CGM[BTINIIRE THE 2015 07 THAT IT IS 9.OTATEE P119 P701471MG 811 - t AOJJSTTTIG THE 9)191160 001. 605111179 IS PROVIDE A DAMP BUT NOT 04 77/RATED 0700 BED 41 THE ADDITION 60091 AMEIIDMOITS PM ADJJSTMLTAT. LEACHING - EQLBEONS SALINE DSL.S II) P7909600 WA.9.E 0949710145 P60 0401097 L HITHIO07SSRD AREAS NULL BE MAINTAINED TO PRESIDE A I4SILIW.'JS 04041771 SKIlL THE PROJECTIS PEFOAMBIITLY LANDSCAPED 60 PO4 AREAS RHWE - HIVR0NS IS THE P7919.4ANEJIT LANDSCAPING, ShIll. THE PROJECT IS CPJOP(EIEI) MO ALL BONDS RELEASED A O FIRM:PASCO LARITT SUITER & ASSOCIATES - - OTT STATE S(XANA 791.460. CA - - TELEPHONE (858) 259-8212 811 DA IF-' - (77004 LARSON) R.C.E/ NO.:80356 - REISSIRA 11071 ESPIRA 71074 DATE' 12131116 - - ADDRESS 535 H. HIS PAT lOT SUITE A G L4 - - 80356 Eip. 72/SI/TM - - * • CIVIL. - - RE %I - - - AS BUILT" - - - - - RCE__. (71p________ OP/It - REViEWED BY: - - - INSPECTOR DATE Iiitfl CITY OF CARLSBAD ENGINEERING DEPARTMENT - - - rONS1RUC1T0l1 BIAP / EROSION CONTROL PLAN TON: - 165 CHINQUAPIN AVENUE 1-UD 75-04/SOP 15-03/MS 15-02 - - /PPROVED - JASON S. GELDETT (Ill' ENOHEER PG 63912 EXPIRES 9/30/TB DATE F.A [ID Bl LPf 15-QJ I 061951 DAlE REViSION DESCRIPTION OTHER AT PROJECT NO. REWORK 101951 GO GROUND SURFACE FO FOUND TREE (DECIDUOUS) - - - TREE (PALM) 7 S APPROXIMATE TRUNK DIAMETER - PASCO LARET SUITER & ASOCOATIS - 535 North Highvoy 101. St. A, Solon, Beach, CA 92075 ph 059.239,021211,850-239-48121 pl*aenEince.ing.con. TOPOGRAPHIC SURVEY MAP- RINCON PROPERTY, CARLSBADCALIFORINA SHEET10F1SHEET - - S SURVEYORS CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY , DIRECTiON IN CONFORMANCE 88Th THE REQUIREMENTS OF THE CHINQUAPIN . PROFESSIONAL LAND SURVEYORS ACT ON OCTOBER 15. 2014 STREET PK NAIL PER 02 - FO. PK NAIL PER 02 . AC GARFIELD STREET - - ISTA - - - -E. GOEBEL - 201.50'1N343635W201R7) - - - PER CITY TIES PAUL E GOEBEL IS 0488 \ LS 8486 PROJECT INFORMATION 00. 1000002 - . . - CUENT: RINCON 100 I ( I ADDRESS 175 CHINQUAPIN DRIVE CARLSBAD APN: 20"70-02-00 P~A JOB: 2Z76-01 ABBREVIATED LEGAL DESCRIPTION PM 1082 A PORTION OF BLOCK 'W` OF PALISADES NO 2 IN THE CITY OF CARLSBAD •-• . - r . - . - COUNTY OF SAN DIEGO, STATE OF CALIFORNIA ACCORDING TO MAP THEREOF - . FOUND 3/4IRON . - , NO. 1803;FILEDIN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO .' PIPE WITH NAIL. UP /t BUILDING - - - j COUNTY. AUGUST 25, 1924. 0.4'. NOT I..\ \ J P566.17' GSAB2.41 ACCEPTED. - •-. --- CONC. PATIO / , - • . - 32 N33*59,55"W0 TWO BLOCK WALLS P=59.42"Ns STEPS V, (N34-33'00-W 100.00-112) RS-_61-.86 av '. SURVEY NOTES . THE BOUNDARIES AND DIMENSIONS OF THE SURVEYED PARCEL SHOWN HEREON ARE BASED ON A FIELD SURVEY. RECORD DIMENSIONS MAY VARY. THE BOUNDARIES OF ADJOINING PARCELS WERE COMPILED FDSI4IP PER \25 /H75 7 PURPOSES NLY. -0 R6. HELD AS \ , 1 -FROM RECORDED OR FILED DATA, AND ARE TOBE USED F RPLANNING , POINT ON SIDELINE Q5 59 2 ELEVATIONS SHOWN HEREON ARE BASED ON CITY OF CARLSBAD - .-.--- .• , ,- - '. Iz - . . CONTROL STATION 141. PER ROS 17271. . . , , , - . . -S. '\ . - .-. - ' ELEVATION: 26.52 DATUM NGVD-29 - /\ j /F55835 I MHRIM58.36,L, - - ,..-'- 4 ' . . I' FSA58.38 . ' I - - - -. , ' . . - . 3. THE LOCATIONS OFLINDERGROIJNDI,I'I'IU'TY LINES AND/OR STRUCTURES -..., FSS8.31 E5-57.70, .t .. - I I' , . • . - . . , * . ASSHOVSN HEREON ARE BASED ON OBSERVED ABOVE GROUND - , S.. . * EVIDENCE AND RECORD INFORMATION PROVIDED TO THE SURVEYOR. 5- 5* ,.-,------- I ,. Ls-*_51J' . . ' . r".'i. . . -' * NO EXCAVATIONS WERE MADE DURING THE COURSE • ,I ''- . . .• , . . . . . , - . . THIS SURVEY TO LOCATE UNDERGROUND UT1U'OES, LOCATIONS OF'UNDERGROUND - LU N,/' . . - . . . ,, . . . . • UTILITIES MAY VARY FROM LOCATIONS SHOWN HEREON. ADDITIONAL PALISADES .44p . . . UNDERGROUND UTILITIES MAY EXIST.. . . . I THREE UNIT - - , - GSWO.43 174 Z FF57.53s., ' HOUSING - , .. •. . . . 7' GARAGE LEGEND PALiSADES MAP // I C3, ' -. -.-- . , SURVEYPA0083946 •FOUND MONUMENT AS DESCRIBED RCEL I DOC 2007- -'---REC.--5. _55E - - FEB 6. 2007 I' EP-56.49,F*56,GE N 41 • , . . ' - • . - • - - - - - PROPERTY LINE . . _ - . . , - -. ' . RIGHT-OF-WAY UNE - CENTER LINE I iu - . . G5.56.93\ -.. - - - - ADJOINING PROPERTY UNE - • • - TIE LINE IREFERENCE LINE ,-'' / '-, - - - FENCE LINE WALL Ex IL INDEX CONTOUR LINE N / I I "-5 ---- / -----_ IN'TERMEDLRTECONTOUR UNE ~ ri. • - . -' - FS*S5.85 " - I . • S • - ... . • OVERHEAD U11UTYUNE \ E!55.T1*4 S6—_---,---- • - . / 'i • ' , - CONC. CONCRETE SURFACE - - ,.GS'SS.SR • / /1 - . - . - .. ASPH. ASPHALT SURFACE - S - '5-. ' • / - - • • / • ' . ' . / . / GSA55.59\ . . , CO SEWER CLEANOIJT - '- ,- • 'N' ASPH. / I .FS=5607\ ..\ --. / • - . •- --- •. . - ' * GM GASMETER - - , • . '5 / \ I ...._., ,,,_- TW'56.66 • •. -' ' TWO BLOCK WALLS J_ FEA56.36 - - FS-56.51 "5 - .- - - WV, WATER VALVE /9340134 2500 --/ _- WV WATER METER N3406'52'W 100.22 -'FSW4,22 PP POWER POLE 52*W 100.00' MN RIM 5483\ E ''-FS 0426N34 CONC. PATIO TJI FS 1W 5992 VICINITY MAP FE FINISH SURFACE I F3454.50\J5 EP53.B5' - - HOUSE LGS53,73 TW*55$2 - - ' '1I03 0 - . ; I --' Pm 378 • - . - 4e., • .. .' S 7 • S . - .-. .5 / .- _--I - • . , - - . . BASIS OF BEARINGS - ' - - - - . , - - FO3I4IPRCE2724i PER R4 - - 5 . - . - I '. ' - THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE - . , - . - • . MAP REFERENCES - - SYSTEM, ZONE 6,1083 DATUM AS DETERMINED LOCALLY BY THE GRID - BEARING BETWEEN CITY OF S ' - - • - - - ') • - Ri MAP 1803 Im -, -o • CARLSBAD SURVEY CONTROL STAJON 141 - AND 119 AS SHOWN ON RECORD • R2 PM 10628 CO - - OF SURVEY NO. 17271, I.E. N66-04-37E • BEARINGS SHOWN HERON ARE IN TERMS OF THE CALIFORNIA COOROINAT SYSTEM. QUOTED BEARINGS MAY OR MAY NOT BE IN TERMS OF SAID SYSTEM. 0 - SCALE: V- R4 MAP 11316 - • R5 MAP 4376 - 10' R8 PM 20435 s. -- 97 CR 19425 '' . 30 - ' • • - • - - 10 20 '-a- STATEOTCALIFORNIA - N.ATURALRESOURCESAGENCV . EDMUND C. DROWN. JR.. (IIWF.RNOR CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST DISTRICT OFFICE 7575 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CALIFORNIA 92108-4402 = PH (619)767.2370 FAX '(619) 767.2384 3.GQTAL CA CDV Page 1 January 12, 2016 Permit Application No.; 6-15-1415 COASTAL DEVELOPMENT PERMIT On December 10, 2015, the California Coastal Commission granted to Rrncon Real Estate Group, Inc. 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 en Robinson Coastal Program Analyst K ACKNOWLEDGMENT.: The undersigned perrnittee 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 part of that: "A Public entity is not liable for injury caused by the issuance... of any permit..." applies 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: 6 Signature Page 2 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT STANDARD CONDITIONS: 1. 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 the Commission office. 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 permit must be made prior to the expiration date. Interpretation. Any questions of intent or interpretation of any condition will be resolved by the Executive Director or the Commission. 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. Terms and Conditions Run with the Land. These terms and conditions shall be perpetual, and it is the intention of the Commission and the perrnittee to bind all future owners and possessors of the subject property to the terms and conditions. SPECIAL CONDITIONS: This permit granted subject to the following special conditions: Final Plans. PRIOR TO ISSUANCE OF THE COASTAL DEVELOPMENT PERMIT, the applicant shall submit for review and written approval by the Executive Direôtor, final plans approved by the City of Carlsbad that are in substantial conformance with the plans by Rincon Real Estate Group, Inc date stamped as received on September 14,'2015. The applicant shall undertake 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. 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 conformance 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 reasonable 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 yiews. 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 review 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 ks in conformance with the landscape plan approved pursuant to this special condition. The monitoring report shall include photographic doeunieñtation of plant species and plant coverage. If the landscape monitoring report indicates the landscaping is not in conformance with or 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. Page 4 January 12, 2016 Permit Application No.: 6-15-1415 COASTAL DEVELOPMENT PERMIT 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 andco1or 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 residenáes 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. •., 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 permit 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:\San Diego\Perrnits 2000\6-15-1415p.docx / CB154618 171 CHINQUAPIN" CARLSBAD LAGOON HOMES: 3-STORY 2.913 LIV! 45l F (RAr' i91 DATIrl I Al QC Pan, & et P1 o*- it) cCY I) LI1/(co I j 3/il/lb jre FC- Pt cc , &c t/g Z/sLp 8 —(LD MU-:3t e5cj& oçDD \J• Final Inspection required by: Q Plan Q CM&I J Fire SW i'D3 ISSUED t DCV. Approyed .. Date By BUILDING PLANNING - ENGINEERING FIRE Expedite? V N . . DIGITAL FILES Required? HazMat APCD .. . Health ... . Forms/Fees Sent Rec'd - Due? By Encina . - V N Fire — . . v N HazHealthAPCIJ . V N H .PE & M - . .. y N School CP\ ifi -J'c 1(-6 V N Sexver ~fL 1 V N Stormwater V N Special Inspection I/ 'i4 I .. . ', N CFD: 1 , • . LanciUsë: Density: ImpArea: FY: Annex: LFI'—'IZ— j .. ________ Factor: PFF: (.y) N Comments Date -Date Date Date. Building Planning Engineering ../f//7. I1'k0 FireJ .. .-. Need? OW L ktQr- U Done U Done U Done U Done btyof Carlsbad Print Date: 02/13/2018 - Permit No: PCR16160 Job Address: 171 Chinquapin AV Permit Type: BLDG-Migrated Work Class: BLDG-Migrated Status: Closed - Finaled - Parcel No: 2060700202 Lot #: Applied: 08/16/2016 Valuation: $0.00 Reference #: -. Issued: 09/13/2016 Occupancy Group: . - Construction Type: I Permit Finaled: 02/13/2018 U Dwelling Units: . Bathrooms: Inspector: Bedrooms: Orig. Plan Check Final -. Plan Check U: Inspection: Project Title: - Description: PCR - DOOR & WIND. & OTHER REVISIONS c / Total Fees: -, Total Payments To pate : Balance Due: I.-- -I ( 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov 1 fl 1 4- City Building Division of PLAN CHECK REVISION Development Services APPLICATION 1635 Faraday Avenue Carlsbad B-I 5 Plan Check Revision No PC11i &. I Origi.nai .Plan Check No . Project Address 11 CWcVAPW frYE A-T1M Date Contact 5TV. *kC_&1-1ON Ph - —6O Fa Email %TCrU Contact Address 10 (a ZXKONID Zr. 1W3' 'City rwe-wa-,45. Zip efQ Oj Genèräl Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. I. Elements revised: PIans E Calculations Soils Energy D Other 2 Describe revisions in detail 3. List page (5) where each revision is shown., 4. List reiised sheets that replace existing sheets sa—a. Q 3 Dop vra 7 D'NAJ& £4 PM M-J 7 -6" '5;. Does this revision, in any way, 'alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? Yes No Does this revision affect any firerèIàte issues? Yes No U. Is this a complete set? fl Yes No cSgnature 9• 1635 Faraday Avenue, Carlsbad, CA 92008 El:i: 760-602- 27 19 E 760-602-8558 Email: building@carlsbadca.gov www.carfsbadcagov EsGil Corporation In cPartnersllip with government for Building Safety DATE: Aug 23, 2016 JURISDICTION City oXCir1sbaiI3 PLAN CHECK NO.: 15-4618.REV(PCR16-160) SET: I PROJECT ADDRESS: 171 Chinquapin Ave. PLICANT J URIS. Li PLAN REVIEWER Li FILE PROJECT NAME: SFD/ Garage/ Decks/ Trellis/ Covered Entry for Rincon Real Estate 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 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 aplicant 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., Telephone #: Date contacted: ----------- (b ç,-) Email:• Mail Telephone Fax in erson REMARKS: By: Rich Moreno Enclosures: EsGil Corporation LIGA LIEJ LIMB EPC Aug 18, 2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 15-4618.REV(PCR16-160) Aug 23, 2016 [DONOTPAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4618.REV(PCR16-160) PREPARED BY: Rich Moreno DATE: Aug 23, 2016 BUILDING ADDRESS: 171 Chinquapin Ave. - BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg, Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance I Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: Em Complete Review El Structural Only El Repetitive Fee lv I Repeats Based on hourly rate Comments: El Other El Hourly. * I Hr.c EsGil Fee $86.00 S I $86.00I Sheet 1 of 1 macvaluedoc + CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, En, Jul 22, 2016 Page 1 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx GENERAL INFORMATION 01 Project Name 171 CHINAQUAPIN AVENUE 02 Calculation Description Title 24 Analysis - 03 Project Location 171 CHINAQUAPIN AVENUE 04 City CARLSBAD 05 Standards Version Compliance 2015 06 Zip Code 92008 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ7 09 Software Version EnergyPro 6.8 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) 2972 15 Number of Zones 3 16 Slab Area (ft) 966.9 17 - Number of Stories 2 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area(ft) N/A 21 Glazing Percentage (%) 22.8% COMPLIANCE RESULTS 01 Building Complies with Computer PertormaI fl iç' Ir Ar r—r' a 02 This building incorporates features that reuire field acertifHERS ateiunder the supervision of a CEC approved HERS provider. A4 00 ~t 44 Vi - 03 This building incorporates one'ornore Specl Fea esowbelow -. ". ENERGY USE SUMMARY 04 . 05 06 07 08 Energy Use (kTDV/1t2-yr) Standard Design . Proposed Design Compliance Margin Percent Improvement Space Heating 1.73 - - 3.14 -1.41 -81.5% Space Cooling 3.29 2.47 0.82 24.9% lAO Ventilation 1.29 1.29 0.00 0.0% Water Heating 9.74 6.95 2.79 28.6% Photovoltaic Offset ---- 0.00 0.00 Compliance Energy Total 16.05 13.85 2.20 13.7% S - Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 ?Q. ha Ca,J Ic. 0 teço7q AV l S CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 2of 10 Calculation Description: Title 24 Analysis - Input File Name: 126976 SHACKELTON HOUSE #2.ribdx' 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 lAO 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 XJ -None - .1 L ENERGY DESIGN RATING This is the sum of the annual TDV energy consumptn for energy in t penforMandè colind approaci for the Strcdard 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 jV I L1 Reference Energy Use Energy Design Rating Margin Percent Improvement . Total Energy (kTDV/f2 yr) 59.70- 57.50 2.20 3.7% * 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 171 CHINAQUAPIN AVENUE 2972 1 6 3 0 1 Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14. HERS Provide: CalCERTS inc. CA Building Energy Efflcie'ncy Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 -e CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 3 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx 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 1st & 2nd Floor HVAC1 966.9 9 DHW Sys 1 Second Floor Conditioned 1st & 2nd Floor HVAC1 1313.5 9 DHW Sys 1 Third Floor Conditioned 3rd Floor HVAC2 691.6 8 DHW Sys 1 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (tt2) Window & Door Area (It2) Tilt (deg) Northeast Wall First Floor R-13 Wall 45 Back 431.3 76 90 Southwest Wall First Floor R-13 Wall 225 Front 396 49 90 Southeast Wall First Floor R-13 Wall 135 Right 198 144 90 Northwest Wall First Floor R-13 Wall 315 Left 33.75 90 Interior Surface First Floor>>_Garage' ffR13 Walil f 199 5 Northeast Wall 2 SeodtFIpor ( tktR 13 WallI n 'A r1 lbackj 627.75 62.5 90 Southwest Wall 2 Sec&id'Flóor - R1'3W1- *.,__.. 225 1/" 'Front 627.75 37.5 90 Southeast Wall 2 - Second FI?6r * R1 Wall, 13è L Riht f 198 100 90 Northwest Wall 2 Second Floor R-13 Wall 315 Left 198 73.41 90 Raised Floor Second Floor R-19 Floor No Crawlspace 61.1 Interior Surface 4 Second Floor>>_Garage_ R-19 Floor No Crawlspacel 425.2 Northeast Wall 3 Third Floor R-13 Wall 45 Back 300 6 90 Southwest Wall 3 Third Floor R-13 Wall 225 Front 300 37.7019 90 Southeast Wall 3 Third Floor R-13 Wall 135 Right 165 10 90 Northwest Wall 3 Third Floor R-13 Wall 315 Left 165 71.9853 90 Northeast Wall 4 _Garage_ Garage Wall 45 Back 189 90 Southwest Wall 4 _Garage_ Garage Wall 225 Front 213.7 90 Northwest Wall 4 _Garage_ Garage Wall 315 Left 186 112 90 Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 4 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx OPAQUE SURFACES - Cathedral Ceilings 01 02 03 04 05 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) 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 - 139.75 0 3 0.25 14.04 0.1 0.85 0.1 Roof 2 Second Floor R-30 Roof Rafter - specify - 621.9 10 3 0.25 14.04 0.1 0.85 0.1 Roof 3 Third Floor R-30 Roof Rafter - specify - 691.6 0 3 0.25 1 14.04 0.1 0.85 0.1 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (It) Height (ft) Multipli er Area (f12) U-factor SHGC Exterior Shading Glass Doors Window Northeast Wall (Back-45) 3.0 7.0 1 21.0 0.32 0.25 Insect Screen (default) Windows Window Northeast Wall (Back-45) ---- ---- 1 55.0 0.32 0.25 Insect Screen (default) Windows 2 Window Southwest Wall (Front-225) ---- ---- 1 49.0 0.32 0.25 Insect Screen (default) Glass Doors 2 Window Southeat:Wall (Rightf135) f ---- r 1 72.0 0.32 0.25 Insect Screen (default) Glass Doors 3 Window Southeast WaIl(Right135) ] 9 0 \ 8 0 (1\ j r72.0 0.32 0.25 Insect Screen (default) Windows 3 Window Northeast Wall 2 (Back45), U / L L 1 U 62 5 0 32 0 25 Insect Screen (default) Windows 4 Window " SouthwestWall 2 (Front 225) p R ) I I ;Z37.5 0.32 0.25 Insect Screen (default) Glass Doors 4 Window Southeast Wall 2 (Right-135) ---- ---- 1 64.0 0.32 0.25 Insect Screen (default) Windows 5 Window Southeast Wall 2 (Right-135) ---- ---- 1 36.0 0.32 0.25 Insect Screen (default) Glass Doors 5 Window Northwest Wall 2 (Left-315) ---- ---- 1 53.4 0.32 0.25 Insect Screen (default) Windows 6 Window Northwest Wall 2 (Left-315) 6.0 5.0 0.667 20.0 0.32 0.25 Insect Screen (default) Skylight Skylight Roof 2 (- specify --0) 1 10.0 0.32 0.25 Windows 7 Window Northeast Wall 3 (Back-45) ---- ---- 1 6.0 0.32 0.25 Insect Screen (default) Glass Doors 6 Window Southwest Wall 3 (Front-225) 3.0 6.7 0.995 20.0 0.32 0.25 Insect Screen (default) Windows 8 Window Southwest Wall 3 (Front-225) 1.9 5.0 1.844 17.7 0.32 0.25 Insect Screen (default) Windows 9 Window Southeast Wall 3 (Right-135) 2.5 2.0 2 10.0 0.32 0.25 Insect Screen (default) Glass Doors 7 Window Northwest Wall 3 (Left-315) 8.0 6.7 0.996 53.4 0.32 0.25 Insect Screen (default) Windows 10 Window Northwest Wall 3 (Left-315) 8.0 1.3 1.193 12.6 0.32 0.25 Insect Screen (default) Windows 11 Window Northwest Wall 3 (Left-315) 2.5 2.4 0.992 6.0 0.32 0.25 1 Insect Screen (default) Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CalCERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 5 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx DOORS 01 02 03 04 Name Side of Building Area (ft2) U-factor GarageDoor Northwest Wall 4 112.0 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 Glass Doors 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 3 6 0.1 6 6 0 0 0 0 0 0 0 0 0 Windows 6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 6 0.5 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 8 0.5 . 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 05 01 2 2 n 0 0 0 0 0 0 0 0 Glass Doors 7 3 5 0.1 0 0 0 f ' 0 0 0 0 0 Windows 10 35 .' 01 . 0 0 u 0 0 0 0 0 Windows 11 05 01 0 0 0 0 0 0 Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation DatelTime: 09:29, Fri, Jul 22, 2016 Page 6 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx 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 Garage Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco 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 Inside Finish: Gypsum Board 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) Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking R-19 Floor No Crawispace Exterior Floors Wood Framed Floor fl f2x6 @ 16 in 0 C R 1191 0.050 Cavity/Frame R 19/2x6 U ' I U \ [ c Floor Surface: Carpeted Floor Deck Wood Sichng/sheathing/decking Cavity / Frame: R- 19 12x6 R-19 Floor No Crawlspacel Interior Floors Wood Framd.Ioo. f 26 @ 16 in. oc ( / R 19"j * 0048 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 966.9 117.7 None 0.8 No Slab Floor 2 _Garage_ 458.2 65.4 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 1910.8 Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaiCERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 7 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx 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 Etficiency 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 1 fl' ' 'C SPACE CONDITIONING SYSTEMS 01 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name 1st & 2nd Floor HVAC1 Other Heating and Cooling 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 2:2:3 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-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx 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 L 4 - Verified SEER Verified Refrigerant Name Verified Airflow ,dj AirflowTarget \Verifued EER Charge Cooling Component 1-hers-cool - '-Iecjuired '•J$ 350 U tt . Nt Required - Q Not Required Not Required Heat Pump System 2-hers-cool Required f- t 350 ( ) \J Reqred F' 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 LowLlCod Sealed and tested 6 Conditioned zone (VLL) None Air Distribution System 1-hers-dist Air Distribution System 2 LowL lCod 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-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, En, Jul 22, 2016 Page 9 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.nibdx 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 - IAQ Recovery Dwelling Unit IAQ CFM fl ,IAQ Watts/CFMtj1 IAQ Fan Type Effectiveness(%) HERS Verification SFam lAQVentRpt 82.22t f 025 Default (" 0 Required U U U U U U Q PROJECT NOTES www.title24data.com e-mail: title24@frazmtn.com "One Day Service" since 1978 Registration Number: 216-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 171 CHINAQUAPIN AVENUE Calculation Date/Time: 09:29, Fri, Jul 22, 2016 Page 10 of 10 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #2.ribdx 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 2016-07-22 09:38:21 Address: CEA/HERS Certification Identification (If applicable): 633 Monterey Trail R-13-14-10053 City/State/Zip: Phone: Frazier Park, CA 93225 661-245-6372 RESPONSIBLE PERSON'S 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 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 enforc?rnent agency fo approval with this building permit application Responsible Designer Name L... 11 Responsible Designer Signature i C = H H Stephen Shackelton Company. . . H E R S p Date Signed' v o E R Shackelton Design Group 2016-07-22 13:56:14 Address: License: 1106 2nd Street, #359 N2589545 City/State/Zip: Phone: Encinitas, CA 92024 760-889-2600 Digitally signed by Ca/CERTS. 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-N0273915A-000000000-0000 Registration Date/Time: 2016-07-22 13:56:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-07-22 09:30:31 (City of Caflsbad- Plan Check Revision No. PLAN CHECK REVISION Development Services APPLICATION 16 Building Division 35 Faraday Avenue B-I 5 760-602-2719 pREvgij- oo i www.carlsbadcgov : Original Plan Check No. 15-4618 Project Address 171 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: [71 Plans Calculations Soils' 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 3 DECK A2-2.1 A2-2.1 A2-3.1 A2-2.2 A2-2.5 LIGHT AND SWITCH ADDED AT SAME LOCATION A2-2.5 A2-3.1 A2-3.2 WINDOW 2-1 REMOVED, 2-2 MOVED, NICHE REMOVED A2-2.1 ROOF DECK RAILING EXTENDED, WINDOW ADDED A2-2..2 A2-3.2 Does this revision, in any way, alter the exterior of the project? Yes I.E Does this revision add ANY new floor area(s)? El Yes [71 No Does this revision affect any fire related issues? [71 Yes 171 No Is this a complete set? Yes No Signature L ./j e9fr1'4ii 1635 Faraday Avenue, Carlsbad, CA 92008 h:760-602- 2719 f: 760-602-8558 Eab-ff.-building@carisbadca.gov www.cartsbadca.gov EsGil Corporation In Partners/lip with government for Building Safety DATE: Dec 12, 2016 .PLICANT JURIS. JURISDICTION: CityofCã1badi7 CYPLAN REVIEWER FILE PLAN CHECK NO.: 15-4618.REV(PCR16-0014) SET: I PROJECT ADDRESS: 171 Chinquapin Ave. PROJECT NAME: SFD/Garage/ Decks/ Trellis/ Covered Entry for Rincon Real Estate El 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. 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: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: __-t_, Date contacted: ) Email: Mail Telephone Fax In Person REMARKS: Person Responsible for plan preparation to submit a new energy design calculations package to the city to match new proposed fenestration. By: Rich Moreno Enclosures: EsGil Corporation LI GA LI EJ LI MB [1 Pc Dec 5, 2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad 15-4618.REV(PCR16-0014) Dec 12, 2016 [DO.NOTPAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-4618.REV(PCR16-0014) PREPARED BY: Rich Moreno DATE: Dec 12, 2016 BUILDING ADDRESS: 171 Chinquapin Ave. BUILDING OCCUPANCY: R-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb jBy Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: ci Complete Review LI Repetitive Fee 0 Other Hourly Repeats V ___ EsGil Fee * Based on hourly rate Comments: LI Structural Only I Hr. ____ $86.00 I $86.00I Sheet 1 of 1 macvalue.doc +