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Home My WebLink About165 CHINQUAPIN AVE`; ; CB154617; PermitPrint Date: 01/29/2018 Permit No: CB154617 Job Address: 165 Chinquapin Av Permit Type: BLDG-Residential Work Class: Single Family Detached Status: Closed - Finaled Parcel No: 2060700203 Lot U: Applied: 12/29/2015 Valuation: $418,054.00 Reference U: DEV14049 Issued: 08/05/2016 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: PBurn Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 1/29/2018 11:15:30AM Project Title: CARLSBAD LAGOON HOMES Description: RESDNTL - SFD CARLSBAD LAGOON HOMES:3-STORY 2,722 LIV / 463 GARAGE /465 SF DECKS Applicant: V Owner: RINCON REAL ESTATE GROUP INC RREG INVETMENTS SERIES, LLC SERIES 1026 V 3005 S El Camino Real 3005 South El Camino Real San Clemente, CA 92672-3438 SAN CLEMENTE, CA 92672-3438 949-637-3254 949-438-5494 Total Fees: Total Payments To Date: V 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 Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadcajov City of Carlsbad . - 1635 Faraday Av CA 92008 ,Carlsbad, 08-05-2016 Residentiai Permit Permit No CB154617 Building Inspection Request Line (760) 602-272.5- Job Address: 165 CHINQUAPIN AV CBAD - -• Permit Type: - '' RESDNTL Sub Type: SFD - .. -' .'. Status:'lSSUED' Parcel No: ' ,2060700203 Lot #: 3 ,. Applied: 12/29/2015 ..' Valuation $418,054.00 Constuction Type 513 , Entered By SLE Occupancy Group: Reference #: MS150002 Plan Approved: 08/05/2016 # Dwelling Units:,. 1 Structure Type: SFD - Issued: 08/05/2016 '1 Bedrooms: 4 4 . Bathrooms: 4.5 '. . . Inspect Area: . . . -.. 5 . Orig PC #: - . -., Plan Check #: , Project Title: CARLSBAD LAGOON HOMES:3-STORY 2,722 LIV / 463 GARAGE /465 SF DECKS " q •.. . ,'; .*.' Applicant Owner - RINCON REAL ESTATE GROUP,INC. ,' RREG INVETMENTS SERIES, LLC SERIES 1026 UNIT - . . - 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 $1,758.51 Meter Size - , FS1 Add'I Building Permit Fee - $0.00 ' Add'I Red. Water Con. Fee .-. .. ' $0.00 ' Plan Check . - $1,230.96 Meter Fee . ','- . $356.00 - Add'I Plan Check Fee'. . $0.00 SDCWA Fee '• " . $4800.00 -' . . '' ' $0.00 Plan Check Discount . . . $0.00 CFD Payoff Fee ..- Strong Motion Fee . $54.35 PFF (3105540) . . •.. ..... . $7,608.58 Park in Lieu Fee - $7,649.00 PFF (4305540) . . - . .. .- $7,023.31 ,. Park Fee '. $0.00 License Tax (3104193) .;-' - $0.00 ; - LFM Fee . $0.00 . License Tax (4304193) ' - . - -- $0.00 . ,. . Bridge Fee $000 Traffic Impact Fee (3105541) $000 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 . •' . ' .. ..'. ... $248.00 . . . Renewal Fee $0.00 ELECTRICAL TOTAL $89.00 8 Add'I Renewal Fee . $0.00 MECHANICAL TOTAL '" .f . $113.19 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 ' . - -..-. v $0.00 Meter Size .. . FS1 -Master Drainage Fee - .. . .- .. $0.00 Add'I Pot. Water Con. Fee - $0.00 Sewer Fee, . . '. .. $0.00 , . Red. Water Cor. Fee 10.00 Additional Fees. : -' .-- $163.00 , Green Bldg Stands (SB1473) Fee $17.00 Fire Sprinkler Fees , . $0.00 Green Bldg Stands Plan Chk Fee $163.00 • TOTAL PERMIT FEES . - . , $35,207.90 . 4 ' 4• ,Y Total Fees: $35,207.90 Total Payments to Date: $35,207.90 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 4 . - 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 siniIar to this, or as to which the statute of limitations hp previously otherwise expired. * . . p ......... .•.- . - : - .--._ • - .)' , - - ,. tS- •1 -- • •,-• - Print Date: 04/02(2018 Permit No: SW150503 Job Address: 165 Chinuapin Av Permit Type: BLDG-Migrated Work Class: BLDG-Migrated Status: Closed - Finaled Parcel No: 2060700203 Lot #: , Applied: 12/30/2015. Valuation: $ 0.00 . Reference U: Issued: 408/05/2016 Occupancy Group: . Construction Type, . Permit 04/02/2018 Finaled U Dwelling Units: Bathrooms: inspector: Bedrooms: ( Orig. Plan Check U: Final - Plan Check U Inspection Project Title Description SWPPP CARLSBAD LAGOON HOMES #3 OF 3 4 , •. • . .. . 4 4 <.41 , FEE AMOUNT Total Fees Total Payments To Date Balance Due r . -- I, • - 4 - . .- - .4 4 C 'I .4. ' I • 'c I 4 '.4 - . . .4 _i_ .• ' '- ' -- 4 -' -.4 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602_2700 I 760'-602-8560 f I www.carlsbadca.gov FW1N3 avgc oo DIiriG DEut DF r1m r iffAaMTiAFC0l Idi ft-mft _Aponn.* $L Ctyot .vue ( ç -g caGov. Ph 760-6002-27.19 F 760-W2-8558 Plan Ck - ,posf I Date 17 — 7cT_1cZ kwpppIfl9P I - CtiitcuapA Ave - mouse #3 206 070 02 - 03 TflEOjgra 0FUtC1 UDR00Z # U4ThR00 IIAZa - - CGYTR. Ff CCC. GRG nOu, - I 1 1 I - 1 1.00 CWWORk hYthdeqweFcctafAItdA, - Constructiol' of now 3-story detached SFR wit!' attached garage..- Living area 2 722 S 4 Garage area 463 SF -. . I5TU!GI3SE 'Wt!tE 5F) 'PATO54F 'Fi!iE?L4LE Aj ON!M ESNiLL95 4011 I 2.I.4i oHuj1 - . . - )eflfl- Dwrn. Rmcon Re! Estate GcOUP -- IEWAM Lana M5we, nis o fle ara I BacJweU R ,at4€ Trust Datd 1CU2fl!G5 IAflfJRSS - . ADØRESS - 3005 S El Camlrto Real - PC Box 4473 ICTY STATE ZP Sw' C-w'iarie CA 92672 cr - STATE 2W - Cartabad CA 92008 949-4385494 I 6O-815-5854 -. kduiw,oiiqi.com .uuqluu ale Steve Sacetton, S acett Design roip 01$TRACTOR UNAM .. -, [ADDRESS . ADDRESS I 11082ndSL35 4 1 cnv STATE Enctrntas CA 92024 CITY STATE zip -- JEVWL - - I stevesacarcMec$ure corn - 1STATE UC, 9 ISTATE UC.a - . - - - - u 4y cr tMmiy wnn rqwre a 9,m3L to cDni U .iTEY. nQve emoMY or rrn iintw. pry ID taIivane reqjIre øa jtl ID Ito wat ID ma IDOCOY ttctta , nuotwj wRIt SwtItwt 7Q IRa Bna J'r MY Is amt IR MYTh and me basIs MY ma -aeg a503ttp130n. My vialatlan of SSCVoO 703L5 ' -appmem to, a pamll! 5UbeC?s ma PIft2M Ma mID, at r.ntn-31e tIn Rue IM.tnRue ehySeon l ieLabC top nwtottwwoAfrwi*Jj tspse. Maa5( &W Iftwan"Cu. tof dita ii. t wRR rátAl RItes o IDoiteRa ios ID sdnIDsas 4payldsdRIt SscIwt 3thc 4y .CONTRACTORS1GNATURr - MAOM DATE - Ltce7seLewti -IMYtSWhiqiair - - 0 t ..qdi4444 U&eeL does ret eppy n otpfopotb4J&isoo k pisesstho,eoe, wIDd si& oqthcouh IRowi em ,pdttmisijch r reemnctRaeded oo1Imod Is . lID - piopat - 70K &MWin eed — .. . . Dyes [}to - - - - - . - - -- - - 3. Rae -Røe pet bptemaptçcood ouwlndon fslat m atd itrate! esttIDt fsoitoe mzv.IDi: . - - - 4.1 p IDpTotIde p ia ottho wetl. butt lateNsd teRIRtpe3eSIt Is supemlse wt pts'4de RIoter ole (pet vJRIewe IwiSber3'. - - - DATE -i-. L - 4 " L V . .. 4.f.. ,-. . -, ..' #'• 4 . 4- 4' • .,,.. 4. 4 . .4-.., 4,-. 4, gwil-I -1 4 .'n41u 2&225534z . - yes nmo 4.U W1G ThE APN.1CANT HA Man $ETU4GTh EMENTS OThEOEO thereby afrm that there lea cs Irgegeny fr the perf4w,erce I the wokth ,.'t is eued (Sec. 307 Ovg .- Le*e'oName " I ,1 IM.SOEETOSAVE, I ' bywo ma f$ %*WdWOf 9MOW OfWyft&Wft Wk is=mvad tea of 1 aSen 14.4 aeJ.. I / UK i p - ',, 4, . .' ,- -. .. ----4 •:- ' -.-'-- .41 '' 4 . + .4 -.. ,. - t,-' - . - . p , , '2 - 4 -•.:- --,, -":. 44 .. - ' : - . 4. 4 4 ' , . , . ' .+- '. '. 4 . 1'+- •' - 4 * - 4 4' .4+ .4 ..,' .4 4' .•_4- - - .4 .-+. -. . '4 4-, --.4. .4 4 _'4 .' . .4' - 4; 4- ,, - 4.,. . -'-'.'H ._ , 4' .-.'• 4 -4' I 1' - .4 . 4 - -, •', 4 .. - .,' 4 +,, • 44_, ,+ - . , 4 ,_- . -4 4' *•'" . - .' J.'.: ' , 4 4- 4' 4 - * r - -' • '4. ' •',4'4'..4_, 4 ,'+,.4 ,, , - 1, ' 4 -- 1 ' '' 4- ---4 4- .p4 *4 4.- -4 , 1 ,', •4_* '"4 4- . 'I .',' '"4' 4'. -4 - 4, 4 •4 -, * , --' '.'' -4'- . '- .-t_, . -- , 8 , 1 _ .4 . Permit Type:' BLDG-Residential - Application Date: 12/29/2015 Owner: RREG INVETMENTS SERIES, LLC . SERIES 1026 • - • . .,, '. - • ,•. - - • Work CIa'ss Single Family Detached Issue Date t 08/05/2016 Subdivision Status Closed Finaled Expiration Date 02/26/2018 Address 165 ChinquapinAv Carlsbad, CA 92008 . IVR Number: . 711495 .. .- Scheduled Actual Inspection Type Inspection No. . - 4 Inspection Status Primary inspector Reinspection Complete Date Start Date 11/29/2016 11/29/2016 BLDG-15 003195-2016 - 'Failed Paul Burnette . - Reinspection Complete Roof/ReRoof (Patio) • . Checklist Item . . COMMENTS . .: .. Passed BLDG Building Dficiency No ' 12/07/2016 1210712016 BLDG-15 004469.2016 . . Passed . Paul Burnette - . . -Complete Roof/ReRoof (Patio) ' Checklist Item COMMENTS .. '' - ,, . Passed BLDG-Building Deficiency • ' . . . . , . " , ' I .'4. '"p ,. Yes .' I' -'' 1 , , • '_ . I: .' ------. ... ' 4 . . - : -- * - 02/01/2017 02/01/2017 BLDG-13 Shear,, 012017-20174 -., - ,' Failed.. Paul Burnette,. . ,,Reinspection Complete Panels/HD (Ok to wrap) Checklist Item . COMMENTS ., '. . Passed -. BLDG-Building Deficiency 'c ... . -- . . • ,. .' No 02/02/2017 02102/2017 BLDG 22 012313-2017 Passed Paul Burnette Complete Sewer/Water Service •. . . . . ' . ., - Checklist Item . ' COMMENTS Passed ,. - . . BLDG-Building Deficiency . . : I, 'r . . • - Yes - ' 02/03/2017 02/03/2017 BLDG-13 Shear 012457-2017 , -' Passed Paul Burnette ,. . , Complete Panels/HD (ok to . . . •.. - 7: . -. wrap) - Checklist Itm ' COMMENTS..' . ' Y. Passed - BLDG Building Deficiency Yes 03/07/2017 03/07/2017 BLDG-84 Rough 015550-2017 .' Failed . Paul Burnette ' Reinspection 1 Complete Combo(14,24,34,44) . • ., . .. , . .. .', . . . Checklist Item - COMMENTS ' .• . . Passed BLDG-Building Deficiency No BLDG-14 , . . . - • ,' .'' - :: - - .No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout ' ' . . - ' .- .. . • :-Nó BLDG-34 Rough Electrical • .. .. . .. . ' . - • . 'No ., - BLDG I' No Rough Ducts Dampers 03/09/2017 03/09/2017, BLDG-84 Rough ' 015949-2017 . - I • -. . ' Passed Paul Burnette. . -• ' • • ' Complete Combo(14 24 3444) -. '.- . I - .', ,_• ..' 4 '. IAl , April 02, 2018 Page 1 of 3 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 165 Chinquapin Av i • Carlsbad CA 92008 IVR Number: -. 711495 Scheduled Actual Inspection Type Inspection No Inspection Status Primary Inspector Reinspection Complete Start Date Date Checklist Item COMMENTS Passed BLDG Building Deficiency • Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG 24 Rough Topout Yes BLDG 34 Rough Electrical Yes BLDG44 Yes Rough-Ducts-Dampers 03/2012017 03/20/2017 BLDG-17 Interior, 016995-2017 ' Passed Paul Burnetté ', Complete Lath/Drywall Checklist Item COMMENTS / Passed BLDG Building Deficiency Yes p 04/11/2017 04/11/2017 BLDG 82 Drywall 019427-2017, Passed Peter Dreibelbis Complete Exterior Lath Gas Test Hot Mop Checklist Item COMMENTS Passed BLDG Building Deficiency Yes BLDG-171 nterior Lath-Drywall - Yes - BLDG-1 B Exterior Lath and • Yes Drywall BLDG 23 Gas-Test-Repairs Yes 04/25/2017 04/25/2017 BLDG 17 Interior 021043-2017 Passed Paul Burnette '. Complete - Lath/Drywall '• + Checklist Item COMMENTS - Passed BLDG Building Deficiency Yes 08/28/2017 08/28/2017 BLDG 32 Const 032894-2017 Cancelled . Chris Renfro Reinspection Complete Service/Agricultural( - - •. '. - Temp) I - Checklist Item COMMENTS Passed BLDG-Building Deficiency • No 08/30/2017 08/30/2017 BLDG Electric Meter 033395-2017 Passed Paul Burnette Complete Release - '• • * - Checklist Item COMMENTS - Passed BLDG Building Deficiency Yes 12/13/2017 12/13/2017 BLDG Fire Final 043176-2017 Passed Daniel Stowe Complete Checklist Item COMMENTS' Passed + FIRE- Building Final - .' ' Yes ' / 01/29/2018 01/29/2018 BLDG-Final 047056-2018 Passed Chris Renfro - - •, ' Complete Inspection •' + • '- - + + •••- April 02 2018 Page 2 of 3 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 165 Chinquapin AV Carlsbad CA 92008 IVR Number 711495 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 1' Checklist Item. COMMENTS . .V Passed BLDG Building Deficiency Yes BLDG Plumbing Final 4 Yes BLDG Mechanical Final Yes BLDG Structural Final Yes BLDG-Electrical Final " ' ', V - Yes - 4 - 4 .4 -_ r. -.-- •, 1 I ; •, - - . ' -4.. 'V - V V 4. V 4, V4 4 - •V -V., - '' - V V -. V - - -. V V - V •' V ' •V - - V -V V V - V V4 V V V - .4 'fl V V V V (--V - . 3 , . - 1 ,1 8 V V " V •V• V - • V .4 V V _ I- V - _, - 4_ VV V V - 1 4 4 1 4 'V - ... '4. , . - - - V • - V.., . V V , 0• 4 VVV4 I z 4 V V V4 .4 0 VV•• • 0' 4 '.4 . ,. -, 4 - 4 , V ••V -.• '. 4VV V fl V V 'i I I 3V.4j - . '.4 -. 'V_ 04 • j April 02 2018 Page 3 of 3 of AD 1NSPECh Wision WrrH APPROVE') 1 RECORD ON RECORD CARD MUST E KEPT ON "45JO WC* BEFORE QJ 6 NEXT K DAY INS1ECTI0l nGlNSP'1 CAW ioo 022725 AND CLICK ON 114fl pe1 LQ mommmm" AV AR_SE.g) LAG01 1465 SF DECKS 2 722 LIV! ¶TE NCO EALES LOt$L No 5 Inspeclor AJlOWhb0 Panfllfl/lTi ape &I 4Englfl9 tionsl 760-430-3891 760 Allow *8 S Are Prevefltbfl of inspecuum Of INS on Date DectOf DB.ECTRICUNDERGROUN) DLWER ___ _______ #31 )1JNDATION - # R•UGH EEC1B1C 34 E]L MPOf #33 0 LLECTTeCSERVCE RE4FORCEO STEEL wso1YPREGROUT #38 LTIC CIQIOUT DWALLDRNS #38 FtfL f"STRIPS #41 ERGtND DUCT PIPING N # omu &PLEIIUM jiORCCiiG #43 IEATAI CDND. SYSTEMS .00FS)IEATHING / - #49 FINAL I. SNEAR PANELS INSULATION - #81 ER$ORI.ATH _____ DYwAXr LATH. GASTES(tT3 s oiATh&DRY*t ___ ______ #83 I1)OF SlEt11NG, EXT SUAR (I3,t5) rj w/8(MWFENCE _____ #84 FRAME ROUGH COMBO (L4,24,34,44) *85 T.Bar(.4.24,34,44) #88 flICCUPANCY(t,29,394S) te I.jp1ector & Il/CO 13PVCO J4 DUND0WA1E OMJ( I AUIDESUNDVISUAL I A/SUIIDEP1OUNDHYDRO_ RPA$ I SWIDERGROIJNDFLUS1I DGASNG aa I AWERHDDROSTAT1C JSVERHI VISUAL A!S FINAL F/A IE)UGI IN TRUCTION IN11NG F/A FINAL UHN5PETIO! FiXED EXTV1GJISHING SYEPdtROLGH-II D CLEAN AXE!) EX11SYS7EM HYIIO STATIC TES1 WAINJM RW) EXTWJISHING SYStEM FINAL jYIOLTION MEDICAL PRESSURE TEST RNING MDKAL .S FINAL Date Date SEE BACK FOR SPECIAL NOTES F p.a2Ol2 GEOTECHNICAL EXPLORATION, INC SOIL & FOUNDATION ENGINEERING ' GROUNDWATER ' ENGIE9ING GEOLOGY ) FIELD REPORT ON OBSERVATION OF FOUNDATIONS DATE I L TIME V. CLIENT-. JOB NO Ii - lo6t3 PROJECT NAME PROJECT ADD U.s - tic A Cr',i , The footing excavations listed below were bottomed on material for which the bearing values LfI recommended in the foundation report are applicable The cast in place drilled friction piles listed below penetrated material fcrwhich the allowable supporting capacities recommended in the foundation report are applicable The piles were excavated to diameters at least as large as specified and the excavations extended -at least to the depths indicated on the Foundation Plans c The excavations for the cast-in-place belied piers listed below were bottomed on' material for which the bearing values recommended in the foundation report are applicable The excavations were at least as large as specified on the Foundation Plans -. The driven piles jisted below were observed to be driven to the specified lengths an driving resistances to obtain the supporting capacities recommended in the foundation report 2' Based upon observations, it is our opinion that the foundationrcomJ -1ndations presented in the report of the foundation investigation, Job No LL(bCZS , ded tt)0 2.3 ZciI, (/(are not) applicble to the conditions observed Foundation Plans by dated _____________________ were used as a reference for our observations (2- S V 4 L - . NOTE ,4 y14 C a- -O?oox t \ P ° 1 The observations reported above do not constitute an approval of fundation location, footing size or depth, reinforcement, or foundation design Loose, soft, or disturbed 'soils must be removed prior to placement of reinforcement or - concrete. The opinions and recommendations presented in this report were based upon our oberva- tions and are presented in accordance with gen 11''epted professional engineering practice We make no other warranty, either ex oriliedJ 742rade St San Diego, Ca 92121 • (858) 549-7222 • FAX (858) 549-1604 0 T : • - . • .. •5I • . 5 4 - . -'_- 4 • •! '5 •V k i - .•• 4 *- VS S ,. 45 PASCO LARET SUITER & ASSOCIATES CIVIL ENGINEERING LAND PLANNING + LAND SURVEYING I - I - . •.• . . . . - • ,.. September 12, 2016 PLSA2276 ' '4 City of Carlsbad I Land Development and Engineering - 4 1635 Faraday Avenue • Carlsbad, CA . 4 •. . . . . S 4 '. - • . • .. ., . -.. . L 4. . . . 5•• Re Engineer's Form Certification for Grading Drawing No 490:5A To Whom' It May Concern: '5 - •• • - This letter is hereby submitted as a Form Certification Letter for the above referenced S project. As the Surveyor of Record for the subject property, I hereby state that the foundation forms for this project has been completed in 3onformance with the approved plan. The forins as measured conform to the parcel setback configuration within +1; 0.1 feet. - - . -- . - .4 . . . •- I If you should have any questions in reference to the information, listed above', pleae do not hesitate to contact this office. - - - - • 'S. . - --V . -. Sincerely, Paul Goebel, PLS 8486 (('( r PAUL -'1 S Director of Land Surveying -. - * 0.8486 Pasco Laret Suiter & Associates, -Inc. - - -. - :- OF C - - -- 5; •. 5 - • -. - 4. • I -- - - •• •• - ., - l'• • V . - .- - 4 - . S • • - S . - S ..... S - - r .- - S •. 5 --S • '•4 .• 55 * 4 4: V - - -. ' '- •' b:.- ' - 5 . ,_ . 4 5 -- 4 5 -*' I -' .5 - r_ . 'I 4. - • V - - 5L - I • 4 V_54 44 S . - 45 '-•:- • ' 5•4 .4 5, . ' V . • I S. • . V'' - 5 5, 4 V45 : •- •- _4S • - ' V • V - - • • . ............ _.à a * Ic. ,.,. .. V • •• :'- * 5 • . 5 5 -5 4S - - r - S - . - . •*. - - - •S •V - - S4 - V - -. 45 4V - . S V - 4 lk . - -. -, - l - V VV S• . . • 4 5S •1 , V • V 4 VS - - V 455. . '4V 7 , -. V4, S * -- * -. 44 •4.. 4S V_• .S '4*V - -V. - .5 . - .5"- -- • EsGil Corporation I a In Partnership with Government for(Building Safety DATE Apr 18, 2016 - 0 7APPLICANT JURISDICTION bJ 0 PLAN REVIEWER 0 FILE PLAN CHECK NO:: 15-4617 SET: HI PROJECT ADDRESS 165 Chinquapin Ave PROJECT NAME SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes 4, - * The plantransmitted herewith will substantially comply with the jufisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff Eli The plans transmitted herewith have significant deficiencies identified on the 4enclosed check list and should be corrected and resubmitted fora complete recheck The check list transmitted herewith is for your information The plans are being held at Es 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. . , •.. :' 1 4 LII The apphcanVs 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 # l k Date contacted Email ' Máii. .Telephone'. Fax in Person - REMARKS Contractor to complete portion of special inspection report rolled inside plans' before pulling permit By Rich Moreno for R F Enclosures ' EsGil Corporation ' .- fl GA fl EJ LI MB LI PC Apr 11, 2016 .1 • ' S .- • •.-•4 .-t .4 •. ,_'• -' I . ' .• •. - F-- * 4 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I) 4 A I • ..- - . - -- 4! - .• --. 4-! -, .4'.. - r 4 - I EsGil Corporation I In Partnership with government for Building Safety DATE 03/21/16 0 APPLICANT 1URIS JURISDICTION Carlsbad 0 PLAN REVIEWER 4 OFILE PLAN CHECK NO 15-46 17 SET II ' PROJECT ADDRESS 165 Chinquapin Ave - PROJECT NAME SFD/Garage/Decks for Rincon Real Estate Group - I LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes -' The plans transmitted herewith will substantially ààiply with the jurisdiction's building codes . * when minor -deficiencies identified below are resolved and checked by building department staff. Th plans transmitted herewith have significant deficiencies identifiedbn the énclosed 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 LII Theplicant's copy of the check list is enôlosed for the jurisditi6n to forward to theapp!icant contact person - The applicant's copy of the check list has been sent to - Kevin Dunn E Mail El 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 3fr2'J (by(\C4 Email kdunn(ärincongrp corn I ,./steves)thcarchitecture corn 1vi au /JeIephone Fax in Person REMARR—Deck sq footage is 419. Contractor to ôornplete portion of special inspection report before pulling permit By Ray Fuller Enclosures .. EsGil Corporation -A. . GA El EJ [1 MB El PC 03/15/16- §320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 *',Fax (858) 560-.1576' *ti ) *1 - -,- t •_c Carlsbad 15-4617 03/21/16 NOTE The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. • •, 1. Please make all corrections, as requested in the correction list. Submit • THREE new complete sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave.,. Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. No landscaping plans with resubmittal. Is the intent to adds the - Sheets from 1st submittal to final sets and if so please let us know this. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by •, . EsGil Corporation is complete. , , . • . , 2.' Verify final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. Could not determine why noting spiral staircase as deferred submittal as does not apply to this project? 6. Energy calculatiOns do not match the plans. Energy is reflecting address to be 291 instead of 165 and the sq footage is noted to be 3182 and cover sheet/permit application state 2720. Please clarify. Still applies. Could not determine why energy calculations are for 2904 when noting dwelling to be 2720? Please clarify. . 8. The calculations are using 40,000 BTU FAU to heat a 2647 sq ft house. Please verify their sizing is adequate to heat this dwelling and revise any changes to gas line isometrics on D.4. Provide calculations to justify a 40,000 input BTU FAU (32,000 output at .80 AFUE) will be able to heat this 3 story dwelling). Revise energy and gas line calculations to reflect any changes. - 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 3-20 on A3-2.1 (4'8" sill height) and 3-26 (as within 5 radius of tub with 3'8" sill height? Recheck all locations. Still applies. See window 3-4 at master bath on A3-2.1 (Continued on the next page) • ,• - •,•1 'Carlsbad 15-4617 '03/21/16 . . . 17. If the spiral staircase is to deferred then on the cover sheet nóte"Subrnittal .• '... documents for deferred submittal items (spiral staircase) shall be submitted to - the architect or engineer of record, who shall review them and-forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general• conformance with the design of the building. The deferred submittal items shall -. 'NOT be installed until their design and submittal documents have been approved by the bUilding official. Could not locate this note on cover sheet. 21. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to .' exceed 12 apart. Any isolated wall 2 ft or wider to have Outlets. See bedroom 2 on A3-2.5 for example. The area where stairs/guardrails occur is considered wall space and must reflect outlets (floor outlets identify open). Recheck all locations Still seems to apply. 25 Electric Vehicle Charging Note on the plans that electrical vehicle supply . equipment (EVSE) is required in all new residential construction. Show on the'-.- plans • the location of the electrical vehicle supply equipment. The EVSE must • consist of minimum 1" conduit extending from the main panel to a junction box where the EVSE receptacle will be provided. The main service panel must be sized to accommodate 208/240 Volt, 40 amp dedicated branch circuit. CGC 4.106.4. Show requirements on electrical plan. Sheet AI-2.5is 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 fromthis 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 - -.r •,. • . - , . . •. • ,. • •. . - -• ,' •, . • . I •• - r . • .'. W. p ...• -• 4 • •• • • •• ••• - . -• •.S . .• • •• ,. I. • .•- - - - j k EsGil Corporation In Partners/izp wit/i government for (Bui(dng Safety DATE 01/11/16 0, 6PPLICANT JURIS. JURISDICTION Carlsbad D PLAN REVIEWER ' -C] FILE PLAN CHECK NO 15-4617 SET :.I.. PROJECT ADDRESS 165 Chinquapin Ave PROJECT NAME SFD/ Garage/ Decks for Rincon Real Estate Group * I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes - , El 1he lans transmitted herewith will substantially comply with thejuridictn'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.cornplete 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 checklist is enclosed for the jurisdiction to fàard to the applicant contact persoñ -. The applicant's copy of the check list has been sent to Kevin Dunn E Mail - - * El 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) 63773254 Date c,3tacted f ) (by\C Email kdunnrincongrp corn 'k%/Vlali Telephone Fax in Person REMARKS By Ray Fuller Enclosures 4 EsGil Corporation — Li GA Li EJ 0 MB Li Pc 12/31/15 * 4 • -Icc 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-'1576 Carlsbad 15-4617 • 01/11/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES , PLAN CHECK NO.: 15-4617 JURISDICTION: Carlsbad PROJECT ADDRESS 165 Chinquapin Ave FLOOR AREA: . -' ' STORIES: 3 Dwelling 2720 Garage 463 '• .. . .. HEIGHT: 27 ft er CRC' Decks 465 -•. . . ... - S. •.' .S -. REMARKS:, DATE PLANS RECEIVED BY . - DATE PLANS RECEIVED BY JURISDICTION: 12/30/15 ' " ESGIL CORPORATION: 12/31/15 DATE -INITIAL PLAN REVIEW: PLAN REVIEWEft Ray Füllér. COMPLETED: 01/11/16 -• . . . ' . FOREWORD (PLEASE READ) r This plan 'review is limited to-the' technical, rèquirerñents 5 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 of5 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. - - -• - S - . ' ,. ..,. .' The above regulations apply, regardless of the code editions adoptedby 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 .(oi- 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. - - S '5- 4 '.-. Carlsbad 15-4617 " O1/11/16 4 1. Please make all corrections,as requested in thecorreötidh list. Subriiit 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 tbEGil 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 Planing, Egineering and -Fire Departments. NOTE: Plans that are submitted directly to EsGil Côrporation 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-anynew cculations will bé.tañied and signed by engineer and /or architect of record also. Architectural sheets were not signed and reflecting a expiration date of 06/30/157 , • 3., The notes "Not For Construction" must1bé removed béforé final sets can be send back to the City. , . • _•: , •. -' '• •,_•• . - -- •. 4 Type of construction on cover sheet should be V-B (per current codes -VNis UBC). . ,. . . " '' '- ' • . ' Cover sheet to note sq footages of decks (4657) Energy calculations do not match the plans. Energy is reflecting address to be, ' . '., 291 instead of 165 and the sq footage is noted to be 3182 and cover , ,. •. • sheet/permit application state 2720 Please clarify. • - 7 Cross sections and keynotes are reflecting R-1 3 for floor and energy requires , R-19? , • . .' •.., " - r •'•' -' . .. -• '4 8 The calculations are using 40,000 BTU FAU to heat a 2720 sq ft house Please verify their sizing is adequate to heat this dwelling and reviseany changes to . . gas line isometrics on D.4. , . . ', • .., .. -. * '•. .• . 9: Plans to reflect garage floor to slopinj towards rnainvêhicle entry' doorways or ' ..towards a approved drainage system. R309.1 Structuralstates to see. architectural and could not locate where architectural addressed this? • 10 In the garage, provide an adequate barrier to protect the water heater from , '. vehicle damage. An 18 platform for the water heater does not,satisfy this requirement CPC Section 508.14 - -- . I •. • . ' -I - • • . ' ,. ,•4 -- -• 4 -. . I ' • • -.. - • •• '4' . -. . .- . . . . • • .. - u - .'. - • . . '4 . . -. ...-.• * , -. 4 - . " ' 4. • '4 4. • -' - . 4 * a.,. •• •4 . ..'4 • • . • • • ' - 1 I.' . - - " • • . 3 -, • .• - -• •- • '4. 44• •. •t -- C • I •" 4..-. ............................ t I Carlsbad 15-4617 - 01/11/16 Sh?w or note dryer vent to the exterior with termination to be,â 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 3-20 on A3-2.1 (4'8" sill height) and 3-26 (as within 5 radius of tub with 3'8" sill height? Recheck all locations Where a window sill is more than 6' above the fihishe1gràde, 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 opnings such that a sphere cannot pass through. Section R312.2. See for.exam'ple windows 3-11, 3-12, 3-15, 3-17, 3-18 for examplewith 5 high windows áhd 6'8" header height. Recheck all locations. Any changes cannot adversely affect egress requirements. .•i' - .- - Detail and reference required handrails at both inteho5r (and exterior locations if 'applies) per Section R311.7.7 .. " - 1• a) Shall be provided on at least one side of each stairway with four or more risers. See exterior stairs as shown on A3-2.2.:",, Detail and reference required stairway and landing detailsat both interio (arid exterior locations if applies) per Section R311.7 •- 'st, ,. 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. 5 • '• •., - ,, '. .5 . 3 Spiral staircase requires wet signatures and stamps tobe valid. ' Will either need to provide this or if deferring see item below. , If the spiral staircase is to' deferred thdn on the c6ver sheet riote"SubhuittãF documents for deferred submittal items (spiral staircase) shall b6 submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation'indicating that the deferred submittal documents have been reviewed and that they have been found to be in general , 'conformance with the design of the building. The deferred: submittal items shall .. NOT be installed until their design and submittal documents have been approved by the building official . Upper deck on A3-2.2 is reflecting width.of stairs'chokirig do'vn from 316" to21611 . Minimum 3 ft width required for all stairs SF '• , 5 5__ .5' I F , • 19. ' .'Could not locate smoke detector/carbon monoxide alaffis,óutside of bedrooms on the 1st and third floor ' ',. _• - •'• 1 ,_.-,. '• .', ''54 - & . A •, • , _ , •' .'. 1 - .3 •_ — ' _' , -• 'c 5 _ 555 - -. 1- - •'• S • • S ,j __ _,• •, ,• - , .• *'S_ .55 - - - - ' ' •• - 55 ' '.' ' A , •.'•, ' - •, , (,.•...: . . • . Carlsbad 15-4617 01/11/16 20. Should reflect all outlets in garage to be GFCI,(missing for one) on A3-2.5. I 4- ?1:.. Recheck outlet spacing. Must show outlets within 6 ft of any opehing and not to 'exceed 12 apart. Any isolated wall 2 ft or wider to have outlets .. See bedroom 2 -. on A3-2.5 for example. The area where stairs/guardrails occur is considered .wall space and must reflect outlets (floor outlets identify,-open). .Reáheck all:. locations 22. Could not locate where floor plan notes and/or A3-0.3 notédsone-léveIs for exhaust fans. Appears using bath exhaust fans as whole hoUs&ventilation and vvould need to note 1 sone or less. . . •.. ' . . . . V•4V .. .V. . 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) 24. All hot water piping sized 3/4" olarger is required to bib insulated as follows: 1" - V pipe size or less: 1" thick insulation; larger pipe sizes require 1W 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 .. ., 25 Electric Vehicle Charging Note on the plans that electrical vehicle supply -. equipment (EVSE) is required in all new residential construction. Show on the V 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 208/240Volt, 40 amp dedicated branch circuit. -CGC 4.106.4. Show requirements on electrical plan. . •• " . . ' -. 26 Note on the plans that for new residential construction where landscape irrigation water is planned a water budget shall be developed that conforms to V' local landscape ordinance or the California Departm'ent of Water Resources V V Model Water Efficient Landscape Ordinance (MWEL0),which everis more ' stringent To view the MWELO :http ://www.water. ca .qov/wateruseefficiency/docs/M WE LO TbContent Law. pd • For the local landscape ordinance check with City/County Planning Department.'"' #CGC43041 27: The -soils engineer recommended that -he/she review the4founationexcavations. -Note on the foundation plan that "Prior to the contractor requesting a Building V - V . Department foundation inspection, the soils engineer shall advise the building V official in writing that .The building pad was prepared in accordance withthesoils report, •V ,V The utility trenches have been properly backfilled and compacted, and • V The foundation excavations, the soils expansive characteristics and.bearihg - capacity, conform to the soils report" V , V V '... • .. . V. V 4- V . . V.... • •$V • . . V VV V V - . VV V•V V V V - • _4•V V--r .-. •.- 'V V . * - V . . V •• -. . . .- .: • • :' • •'. --1 .4. .54. 1. . • v V V 'V •V . V 4 4 . V .. V 4 • 4 . I . • V • V V V. a1 . V 1 S . .t.• - $ 4, - V V V - V V .• . . 4. V 4V• - V V V Carlsbad 15-4617 28. .' Provide a letter from the soils engineer confirming that the fôUrdation plan', and j 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) - 29 Keynote 78 on cross sections states 1/2 "T &G for floor diaphragm - 1 30. Please recheck all details to verify that they are oomplete and/or correct. See for ; example where referencing details for support of Bent stèeltó be SD2.0 instead of 3.0 at roof plan on S2, 1SD3.0 at exterior walls etc. This oOccurs thru out and plans need to be recheck closely: Some additiohal examples are listed below but too many, to list 31.. Could not determine how detait'8/SD2.0 would apply as.eferenced to line 313.1 on S27 Jr , 32 Detail 20/SD2 0 to reflect blocking and CS as referenced to 26d floor framing - plan onSi? ,-- i•. ' ' , 33 Could not locate BM's land 8 on 2nd floor franing plan on Si? Referencing detail 9AISD2.0 to line 3.4 on S2ánd should beS3.0 instead Could not locate where some of required shear panels, were shown? For example line .4:1 per calculations for roof plan on S2 is to have 12 ft of shear and plans reflect lOft? . :'-. • .•. -.--: I . I ." I'..' . • Please reference applicable Manufacturer: panel details to appropriate locations on the plans . CITY of CARLSBAD REQUIREMENTS 36 When special inspection is required, the designer shall complete the city's "Special Inspection Agreement" -, 37. . All'new residential units shall include plumbing specifically designed to allow tli ' later installation of a system which utilizes solar energy as the.primary means of - heating domestic potable water. No building permit shall be issued unless the plumbing required pursuant to this section is indicated in the building plans. .. Note on this list (or a copy) where each correction item has been addressed,' -- i.e., plan sheet, note or detail number, calculation page, etc. . -. Please indicate here if any changes have been made to the plans that are-not a result of corrections from this list:. If there are other changes, please biefly describe them and where they are, boated in the plans.. • ' '- - . Have changes been made tó the plans , hot 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 hUmber 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 -. •1 - -- . • . • • -. , • .I •2 .'' •..-'.''. . I , '1 . • ': - , .ç - '• I--, •.• - .• . . - . - •1 ' SPECIAL INSPECTION AGREEMENT 8-45.. Development Service1s Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural obsev u ation and c nstr ction material testing. c:7&t7 wcI __ 4k; Project/Permi t 4 i*1 Project Address:_(1 I I-N1 4LAAç7i I) THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT: Please check if you are Owner-Builder 0. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please (First) .j... S(j (MI.) (Last) Mailing Add ress\\O(p 24 (4 '(2c924 Eh1aiI.Cs& (J.(YYJ4 (kC-kIJ ft .(-t7vt'1 Phone: 79 '2O 'I am: UProperty Owner UProperty Owners Agent of Record rchitect of Record UEngineer of Record State of California Registration Number' ftO 176 Expiration Date AGREEMENT: I, the undersigned, declare under penalty Of perjury under the laws of the State of California, that I have read; understand acknowledge and promise to comply with the City of Carlsbad requirements for special inspections structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the apprcLyed plarls and, as required by the California Building Code. $ignaturei Date: 01011V W fir -01 CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section mut be completed by the contractor I builder / owner-builder. Contractor's Company Name: (lest. t*T 6AJp JC.-. Please check if you are Owner-Builder 0 Name: (Please pnnt) '' .. (First) (Ml.) (Last) Mailing Address:_uç S i5L. c14 q?-,t -. Email:_ Phone: _q' State of California Contractor's Licehse Number: Expiration Date: I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; . . I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; [will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and . I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. / will orovide a final reoortlletter in comoliance with CRC Section 1704.1.2 orior to rriiie.f inn final Signatu - - re: Date: lb 8-45 . . Page 1 .of 1 Rev. 08/11 I •- . , V. 4, Carlsbad 15-4617 01/11/16 (DO NOT PAY— THIS IS NOT AN IN VOICE) VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 15-4617 4 V -. I. • , .4 • V PREPARED BY Ray Fuller DATE 01/11/16 BUILDING ADDRESS 165 Chinquapin Ave BUILDING OCCUPANCY R3 U TYPE OF CONSTRUCTION VB '4 BUILDING . .' . PORTION AREA (Sq. Ft.) I valuation ' ,,Multiplier 4 • . Reg.- Moth VALUE :. Dwelling 2720 139.52 . -:' .: 379,494 Garage 463 3640 16,853 Decks 465 1971 9,165 V . 44 V Air Conditioning V V. Fire Sprinklers 3183 3.94 V . 12,541 TOTAL VALUE 418,054 Jurisdiction Code cb . IY Ordinance V .$1,758.511 Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance I $1,143.031 Type of Review. Complete Review Structural Only 1, . 1 V• V I. El r-H . . Other LI Repetitive Fee I Repeats E Hourly ' Hr @ _% EsGil Fee V $984.771 V V 4 'V S. .. • -----------r--' r____ - r Comments In addition to the aboveJee, an add iti onaI__fee of $86 s du1 hou@ 4 ,. .4 .- V $86/hr ) for the CalGreen review. - Sheet 1 of 1 - macvalue doc + - V . . • '.4 • VV. V 4.. .4. 4 L . . -• 44VV'44 Vc;VV 4, I. 1. t PLAN CHECK Cdmmunity& Economic ity Oi REVIEW Development Department Garlsbad TRANSMITTAL 1635 r =A= www.carlsbadca.gov DATE: 08/05/2016 'PHOJECT NAME: CARLSBAD LAGOON CUSTOM HOMES PROJECT ID:CB154617. PLAN CHECK NO 3 SET# 3 ADDRESS 165 CHINQUAPIN AVE APN 2060700200 VALUATION SCOPE OF WORK 3 STORY DETACHED SFD 2722SF 463 SF GARAGE >< j) 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 1^1 No El This plan check review, is NOT COMPLETE. Items missing or incorrect. are listed on .the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to KDUNN@RINCONGRP COM To determine status by one of the divisions listed below, please contact 760-602-2719 LAND DEVELOPMENT I 760-60272750 Chris Sexton, Chris Glassen, " Greg Ryan . F1 - 760-602-4663 760-602-4624 760-602-2784' Chris.Seiton@carlsbadca.gov Christopher.Glasseh@icarisbadca.gov Gregory.Ryan@carlsbadca.gov , F Gina Ruiz F '. Linda Ontiveros 'Cindy Wong. 760-602-4675 . . 760-602-2773 760-602-4662 Gina.Ruiz@carisbadca.gov Linda.Ontiveros@carisbadca.gov . Cynthia.Wong@carisbadca.gov [_] ' N1 ValRay Nelson fl Dominic Fieri 760-602-2741 . . LJ 760-602-4664 VaiRay.Marshaii@carisbadca.gov . Dominic.Fieri@carisbadca.gov RemarkCAiROVAL CONTINGENLUP NSLIPSHEE TGSIGNEDAppRdVEbGRADING PLA1J / 0'0 ,,0 ,, ' •0 ) CARLSBAD LAGOON CUSTOM HOMES _I. PLAN CHECK NO # 3 a Outstaiding issues are marked with fIX' Items that conform to permit a requirements are marked with 1211 or have intentionally been left blank 1. c SITE PLAN. . SLIP SHEET. Provide a fully dimensioned site plan drawn to scale. Show:- . SIGNED LIII EEIJ North arrow . . - . . [EJ Drivwy widths APPROVED LIII Existing & proposed structures i:i J Existing or proposed sewer lateral GRADING Eli L1 Existing street improvements LII LII Existing or proposed water service PLANS INTO LIII EIJ Property lines (show all dimensions) [11J LIII Submit on signed approved plans BUILDING SET [1111 LI Easements . . DWG No. DWG 490-5A-- [II] LII] Right-of-way width & adjacent streets .. 4. Show on site plan: . . . DWG 490-5A LIJ c:::i Drainage patterns and proposed site elevations Show all high points LIII =Building pd surface drainage must maintain a minimum slope of one percent towards an adjoining. street or an approved drainage course ADD THE FOLLOWING NOTE Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building [El J 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. EIIIII LIII Sewer and water laterals should not be located within proposed driveways per standards ,, - •1 . . . . --, .., - . .,_,... Includeon title sheet: - q 4- i:: H LIII] Site address LII Assesscr s parcel number Legal description/lot number I LII For commercial/industrial buildings and tenant improvement projects include total building squaref footage with the square footage for each different use existing sewer permits showing square footage of different uses (manufacturing warehouse office etc) previously approved. .. . . . . -. . . .- • LIII El Show all existing use of SF and new propbsed use of SF. Example: . .... Tenant improvement for 3500 SF of warehouse to 3500 SF of office 4-4- 4 - •. - . - Lot/Map No Subdivision/Tract MS 15-02 Reference No(s) I E-36 Page 2 of 6 REV 6/01/12 CARLSBAD LAGOON CUSTOM HOMb PLAN CHECK NO # 3 2. DISCRETIONARY APPROVAL -COMPLIANCE . . ii EJ Projet does not comply with the following engineering conditions of approval fdr project no.: • S 3. DEDICATION REQUIREMENTS 'EI J Dedication for all street rights-of-way adjacent to the building site and any storm drain or ON PM 15-02 utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24:000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. =Dedication required as follows:. 4 IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed ON GRADING t, time 'of building construction whenever the value of the construction exceeds' PLAN ' ' $120,000.00 pursuant to Carlsbad Municipal Code Section 18.40.040. L EJ Public improvements required as follows: 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 S Improvement Agreement. This 'agreement -must be signed, notarized and approved by the city prior to issuance of a building permit. FIIJ Future public improvements required as follows: 0 E-36' Page 3 of 6 REV 6/01/12 V IV CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO # 3 . -;' _VJV'• '' - - - ,- -• : -' GRADING PERMIT REQUIREMENTS '. . . V The conditiohs that require a grading permit are fourid,in'Sectibn, 15.16 of the Municipal Code. t GR16 13 c: jInadequte 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" 7. V ' fl EZJ GradingPernit required. NOTE: 'The'grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. V . LII EIZJ Graded.Pad Certification required. (Note: Pad ertification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Constrution Inspector PAD CERT 08/04/2016 A.LUEDTKE . The inspector will then provid the engineering counter with a release for the building permit.4.1 . -. Li LIII No grathng permit required LIII LIJ Minor Grading Permit required. See additional comments for, project- specific requirements. , ' . , . V V . V • V H •,V JV. •, - • . V MISCELLANEOUS PERMITS . V V• V V '- V •' , -. V RIGHT-OF-WAY PERMIT is required to do work in city, right-of-way and/or private work . adjac&it. to the public right-of-way. Types of, work include; but are not 'limited to: street . improvements, tree trimming, driveway construction, tying into public storm drain, sewer and V , water utilities. .' VVV • + Right-of-Lay permit required for: V V •' V , V c' • -, H ' . , •V - ' V *FOR ANY WORK, EQUIPMENT, OR MATERIALS WITHIN THE RIGHT OF WAY* -. • V I.! V • V V V . '., '. •V • V V •V . - ' r- V V , V ' V 4 1 V V : ,' •V V E-36 Page 4 of 6 . V 'REV 6/01/12 'V CARLSBAD LAGOON CUSTOM HOMES .. PLAN CHECK NO #3 S 7. STORM WATER •. Contruction Compliance SW15-443 . Project Threat Assessment Form complete. - Enclosed Project Threat Assessment Form incomplete. [2 Rquires Tier 1 Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW LJ J Requires Tier 2Storm-Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance .. [2 [2Storm Water Standards Questionnaire. . S J 2J Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. [2Indicate areas of impervious surfaces (patios,walkway, etc. ) and pervious areas (landscaping). - [2 JProject needs to incorporate loW impact development 'strategies throughout in ne or more of the following ways: i fJ Rainwater harvesting (rain barrels or cistern) • - - j Vegetated Roof • . . - IJ Bio-retentions cell/rain garden - • S Pervious pavement/payers • • S • •• - . ElFiow-through planter/vegetated or rock dripline 4. . • LII Vegetated swales or rock infiltration swales . S • El Downspouts disconnect and discharge over landscape . . . . Other: . S • ., . . - ., - • . :. . S E-36 • .• . . • Page 5 of 6 . • S • REV 6/01/12 . • CARLSBAD LAGOON CUSTOM HOMES PLAN CHECK NO #3 8 WATER METER REVIEW Domestic (potable) Use ED TO EJ What size meter is required? DE RM E ftjJ Where a residential unit is required to'have an automatic fire ..;extinguishing system, the minimum meter size shall be a 1 meter. EXISTI G NOTE: the connection fee, SDCWA system capacity, charge and the ME R SI . water treatment capacity charge will be based on the size of the meter D CREDI ' , necessary to meet the water use requirements. •.. . For residential units the minimum size meter shall be 5/8", exce FYI pt where the residential unit is larger than 3,500 square feet or on a lot larger than tone quarter.(1/4) acre where the meter size shall be 3h". 9 FEES . EIXII Lii ' Required fees have been entered in building permit. Drainage fee applicable .: . Added square feet Added square footage in last two' years? LI yes LI no Permit No Permit No Project built after 1980 Ljyes Lino Impervious surface> 50% . byes LI no Impact unconstructed facility yes Lino fl . Fire sprinklers required Dyes Eno (is addition over 150' from center line') Upgrade ayes En •Y. ....• No fees required 10 ADDITIONAL COMMENTS RESOLUTION 7120 CALLING EXISTING UNITS RESIDENTIAL SO TRAFFIC AND SEWER IMPACTS ARE A WASH 3 RESIDENTIAL UNITS DEMO TO BUILD 3 RESIDENTIALS UNITS r r 4 Attachments [] Engineering Application Li] Storm Water Form [ii] Right-'of-Way Application/Info L] Reference Documents E-36 - Page 6 of 6 ... REV 6/01/12 - . I sI. -- Fee Calculation Worksheet ENGINE ER ING. DIVISION Prepared bY:VALRAY NELSON Date: 01/13/2016 GEO DATA: LFMZ: 1 B&T: Address: 165 CHINQUAPIN AVE Bldg. Permit #: CB154617 Fees Update by: Date: Fees Update by: ,. Date: EDIt CALCULATIONS: List types and square footages for all uses. Types ofUse: SFD . Sq.Ft./Units EDU's: .. Types ofUse: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: - ADT CALCULATIONS: List types and square footages for all uses.. Types of Use SFD Sq.Ft./Units ADT's Types ofUse: 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:[1YES (no bridge &thoroughfare fee in District #1, reduces Traffic Impact Fee) .EIIINO 1. PARK-IN-LIEU FEE:DNW QUADRANT FINE QUADRANT USE QUADRANT [1W QUADRANT ADT'S/UNITS: X FEE/ADT: $ 7649 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: CR FOR EXISTING 3. BRIDGE & THOROUGHFARE FEE: L11D1ST. #1 EJDIST.#2 L1DIST.#3 (USE SANDAG)ADT'/UNITS X FEE/ADT: . =$. 0 FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/ SQ.FT./UNIT: 1 •o SEWER FEE . EDU's X FEE/EDU: =$ CR FOR EXISTING BENEFIT AREA: S - EDU's X FEE/EDU: S $ 0 .6. DRAINAGE FEES: PLDA: EIJHIGH [11 MEDIUM EILOW ACRES: X FEE/AC: $ PAID PM 15-02 7. POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE,SDCWA FEE 'TOTAL 1 FSI 3934 356 4963 9253 This may not represent a comprehensive list of fees due for thisproject. Please contact the Building division at (760) 602-2719 for a complete listing of feesss* CITY OF CARLSBAD RECEIVED GRADING INSPECTION CHECKLIST' •crr OF CARLSBAD FOR PARTIAL SITE RELEASE AUG - 2027. PROJECT INSPECTOR: DATE:______________ DIVISION PROJECT ID ivv'tc 0 t-. GRADING PERMIT NO. tL.QDOt LOTS REQUESTED FOR RELEASE: BOA t, 7 N/A NOT APPLICABLE '. . COMPLETE - 0 = Incomplete or unacceptable 1st 2nd. - - 1. - Site access to reauested lots adeouat ciieall and lov nrnrinad - -- -.---..J -' - -. Site erosion control measures adequate including basins and lined ditches installed. - - - Overall site adequate for health, safety and welfare of public. Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. -- . - 8W' x 11" site plan (attachment) showing requested lots submitted. - CoIpaction report from soils engineer submitted. - T. EOW certification of work done with finish pad elevations of specific lots - to be released.. - -, 8. - Geologic engineer's letter if unusual geologic or subsurface conditions Y\I - exist. - - - .9. Fully functional fire hydrants within 350 feet of building combustibles and an all weather roads access to site is required. - - Retaining walls installed. - -- - V1 L&A - Adequate progress on installation of slope irrigation and landscape. - Minimum 20' wide all weather road. Sewer installed and available for use. Partial release of grading for the above stated lots is approved for the purpose of building • 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: ¶1tIL( -- - - •0 - - 0 Project nspector - Date - - - /unicipal _ Projects Manager Date - 0 0 - Partial Site Rel Checklist—UPDATED 11/2015 - \CS - A :STC. RN.' W'1' ER cOMPLuANcE FORM C I TV 0 F TIER I CONSTRUCTION SWPPP CARLSBAD E-29 Development Services Land. Development Engineering 1635 Faraday Avenue 70-602-2750 wwwcarlsbadca .gov• tujwwAtEk COMPL1AN10ECERTWICATE .'' My project is not In a caiegory of erniitfjpés eèmpt fràm.thè.'Constrition STORM WATER POLLUTION PREVENTION NOTES' SWPPP requirements ' 1. LL NECESSARY EQUIPMENT AND MATERIALS ,. .,.. ,. I..-. .....• SHALL,8EAVAILA8LEON SITE TO FCIUTA1'E nsihvéarea:with asignlflcant'potentialfor contribUting pollutants to nearby receiving waters by way of>storm water runoff 'or rionstqrm.water discharge(s)., / My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15 16 of the Carlsbad MunIcipal Code) I My, project will not result in 2 500 square feel or more of soils disturbance including any associated construction staging stockpiling, pavement removal equipment storage refueling and maintenance areas that meets one or more of the additional following cntena located fthin 200 feet of an environmentally sensitive area or the 'Pacific-Ocean; and/or, ' disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; .andidr disturbed area is located along or within 30 feet of a storm drain Inlet an open drainage channel or watercourse and/or construction will be initiated during the rainyeason or will extend into the rainy. season (Oct 1 'througl'i April 3)). I CERTIFY TO NE BEST OF MY KNOWLED 1. GE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT I AM S68MIT11NG FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. 'UNDERSTAND AND'ACKNOWLEDGE THAT I MU$T(1')"IMPLEMENT'BEST MANAGEMENT PRACTICES (BMPS) DURING.CONSTRUCT'IoN ACTIVITIES TO THE MAXIMUM. EXTENT . PRACTICABLE TO: MINIMIZE. THE DURATION. OF CONSTRUCTION CARLSBAD. Kevin DUnn. ihcon Real Ette Orou'p, mc; OW$4ER(S)1OWNER'AGENT NA . ERINT) / ) OWNER(S)! RSAGENT'NAME.(SlGNATURE) DAT& f RA'N!S 2. THE OVVNER/'CONTRACTOR"SNALL RESTORE 'ALL EROSION CONTROL bE'vIcEsTo WORKING ORbERTOTHE SATISFACTION OF 'THE.Clfl,EFJOlNEE'R AFTER EACH. RUNOFF PROb1JiNGRAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES As MAY BE,.REQUIREDBY THE CITY ENGINEERING..R BUILDING' INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4 ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE ATThE'END oF EACH'WORKING PA' WHEN THE FWE'yDAYRAIN' PROBABILITY FOR EXCEEDS FORTY PERCENT (400,i6). SILl AND:oTHEaDEBRIS SHALL.BE'RE'MOVEDAFTERJEACH.•RAINFALL .'& Au..o vEL BAGS SHALL BEBURLAP TYPE :ffH3/41NPH MINIMUMAGGREGA1€. 6. ADEQUATE EROSION ANb:sEDlMENT, 'CONTROL.AND PERIMETER. PRbTECTION BEST MANAGEMENT PRACTICE MEASURES MUST.BE. INSTALLED AND, MAINTAINED, 'SPECIAL NOTES' Page 1 of 3 PROJECT INFORMATION. Site Address: I (.P tfl erarceI Number ZocD'-'OTo-O2- 0 Projectlb: CP ('54(9 Cbnströcon. Permit Nd.: W' I 5O5o Estimated CànsIriiètiàRStaii Dte: May Projèct;D,urtIon 8 Months, Emergency Contact: Name:. Kevin Dunn 24; hour Phone: (949)637-3254 Pèrcéived Threat to:t'.WaerQ'ualit' 0 ftédiurn j Low If medium. box Fs'hëöked, must,attacha site plan sheet'sho.wing proposed work area and location ofproposèd strubturl BMPS Fdi<citytise'Only' CITV,OF CARLSBAD .TAND'ARD 'ilER 1 SWPPP' Approved By:,_____________________ Pate:, REV 4130I16' Erosion Control Sediment Control 8MP Control NonZ /ater Waste Management and Matenals BMPs Management BMPs Pollution Control 8MPs BMPS • . S. Best Management Practice a E .E (BMP)DesCrIptIon9 t ' , g!: :• . . .;..• cat .. .. I I I I CA%QADesaiion 8 ,gn 0 LU 0 LU 0 LU - 0 W Cl) LU U) W U) LU Cl) LU U) LU LU co co co Construction Activity LU (I) GrOln -- lreAthing/Excavation Stockpiling rDnliing/Bonng - Concrete/Asphalt Saw - - - cutting fldtWdrkl. _Pawig — Conduit/Pipelnstatation----- ________: Stucco/Mortar Work------------ - ::z - ..L. - - - - - Staing/LayDonArea - EqulpmentMaintenance - _andFueling Hazardous Substance - _UseIStorage - - Dewateiing : -.- _Other(list) -1 A,-- ...._V ... Uti V* •:'& ftI (UJI UILII I•JTerIVieW. the list for something that applies such as Stabilized Construction lhgress/Egress' under Tracking Contri Follow along the Site Access Across Dirt row until you beto the Stabilized Cnstruction Ingress/Egress column and place an X in the bo where the tvo meet As another example say the roJect included a stockpile that you intend t cover with a plasticsheet Since plastic sheeting is not on the list of BM Ps ttfen nite in Cov& dtPlastic in the blank column under the heading Erosion Control BMPs Then place an X in the bx where the Stockpiling row intersects herieW-COve' wth ,PlastiócóFuMiift . .. . - To learn more about what each BMP descrition means you maywish to review the BMP Reference Handout prepared to assist applicants in the selection of apprópriate Best Management Practice - E-29 Page 2 of 3 REV 4/30110 .. .. . . -.,. ............ ____ ( - -. (4. CITY OF CARLSBAD PLANNING DIVISION Development Services BUILDING PLAN CHECK , Planning Division REVIEW CHECKLIST 1635 Faraday Avenue (760) 602-4610 P-28 www.carlsbadca.gov 4 - c2l~ DATE Jaitay-±±-2O46- PROJECT NAME Carlsbad Lagoon Beach Homes PROJECT ID PUD 15- 04/SDP 15-03/MS 15-02 - CB 15-4617 4 (,4 PLAN CHECK NO I SET# I ADDRESS House 3/165Chinquapun Avenue - ( This plan check review is complete and has been APPROVED by the Planning Division .1 . By: Greg Fisher A Final Inspection by the Planning Division is required. 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: PIANNING3 ENGINEERING ARE PREVENTIONi 7606024610 7606022750 760-6024665 Chris Sexton . Chris Glassen Greg Ryan 760-6024624 Chris.Sextorti@carlsbadca.gov 7606022784 * ChristoDher.Glassen@carlsbadca.gov - 7606024663 Gregory.Ryan@carlsbadca.gov -- Gina Ruiz 760-602-4675 - Gina Ruiz@carisbadca ov ValRay Marshall 760-602-2741 - VaiRay Marshail@carlsbadca gov Cindy Wong 760-602-4662. Cynthia Wong@carisbadca gov Greg Fisher Lindabntiveros Dominic Fieri 760-602-4629- 760-602-2773 760-602-4664 - Lihda.0ntiveros@carisbadca.gov Dominic Fieri@carisbadca.gov 4 / ---------. - I - i 4 4 .. .. •, • .. - . ' •.L , .,., :' •' r - •. -. .• ,. - - Remarks Project conforms to PUD 15-04/SDP 15-03/MS 15-02 '' ' : Ilan Check No. CB 15-4617, Address 'House 3/165 Chinquapin "Avenue Date 1/11/16 Review#1 A Planner Greg Fisher Phone(760)602-4629 AP N: •' ,:. •'• - Type of Project & Use: New SFR's Net Project Density: DU/AC'- ' .. Zoning RDM General Plan R-15 Facilities Management Zone I $ PFD (in/out) #_Date of participation: Remaining net dev acres - * (For non-residential development Type of land use created by this permit _____) . REVIEW# j 2 3 Legend Item Complete Item Incomplete - Needs your action Lii LI Environmental Review Required YES LI NO Z TYPE Exempt 15332 4- - DATE OF COMPLETION 9/2/15 Compliance with conditions of approval? If not,.statè conditions whichréquire action.. - Conditions of Approval: Resolution 7120— See page 2 .L'. . Disóietionary Action Required:- YES Z NO LI TYPE Coastal Permit issued by : the CCC. - APPROVAL/RESO NO DATE PROJECT NO - I t 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 Resoluti6n7120- See page 2 U LI Coastal Zone Assessment/Compliance - Project site located in Coastal Zone? YES NO D' . ' • • CA Coastal Commission Authority? YES 0 NOD. If 'California Coastal Commission Authority: Contact them at .- 7575 Métràpolitan Drive,' - Suite 103 San Diego CA 92108-4402 (619) 767-2370 Determine status (Coastal Permit Required or. Exempt) Required 4---.. - LI U Habitat Management Plan p ' Data Entry Completed? YES U NO Z N/A If property has Habitat Type identified in Table 11 of -HMP, complete HMP Permit application' - - - and assess fees in Permits Plus - . . •_:. , • - (A/P/Ds, Activity 'Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of - Habitat T'pe impacted/taken, UPDATE!) - ' -. . . - . ,• '• - '• LI-LI . Inclusionary Housing Fee required: ..'YES LI NO REFER TO PUD, 15-04 STAFF, - . REPORT . • , ' . • (Effective date of Inclusidhary Housing Ordinance - May 21, 1993.) •, . -: - • . . ', -. 4' S • - . '••.&, • - _ • .r Data Entry Completed? YES LI NO U - - (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing 'Fées, Construct Housing Y/N Enter Fee UPDATE') 1 LI Housing Tracking Form (form P-20) Completed:.YES LI NO N/A U P-28 -. - .. • ' ,- Page 2 of 4 - - ,. -y.. ' . . - 07/11 I. 04 - • . • - - -i - ,., ••,- -.--: 4 4. k •, - , -. 4 - '. ,r' :'.. 44 - . . . '' - . i. -. •..' - ' - 44,4 . . .'_' .w.. j -, - •':. -. . 4 ,- • It, 4,- ..•,- IF r,L.,. ,.• - '-J. -.4 ... - ' -: •- UY - . 4. . . . - - 4 4 .•, 4 4,, . ... '4 .-.,_,.p;. i • -4 -4. ., 7 4- .X' .g. .. .. .. . .4- .,.- . 4.. .4: ..• , 4 . . - '4 .4 . -: • ' .4. .- - -- 4- .4 4 , - -.4- *,4 •4 -. . 4 , - V - 1t._• Site Plan Li Li , P'rovide a fully dimensional site plan drawn to'cale. 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.. - -. - - - .' 4 - 4 .1 - . : - ''- •I" 4- . - - . 4 . .'- - 4 - , - . -- .' . •' 4 -, • . City Council Policy 44-4 Neighborhood Architectural Design Guidelines LI L] I Applicability YES NO [1 IE Li fl 2 Project complies YES NOD ' -' - . •..._ ' .'r' ' . 4 . -. - - .4 . . - - - •'7,4. - 44.'4 •4 - 4 4 4-_k Zoning Li Li 1 Setbacks - - .Front: - Required 10 feet to residential structure Shown >10' 1 - , Setback to Garage: 20 feet req.; 20 feet 'shown - Interior Side: . ', Required 5 feet Shown 5.6 feet Rear Required 10 feet Shown 10 feet to Circular staircase LI Li 2 Accessory structure setbacks NIA - NONE PROPOSED ç LI Li - 3: Lot Coverage: Required/Allowed 60% MAX Shown 50% (PROJECT) '. -•' -. 4 4- 4 - - '- - . . 4- : LII R. 4 Height Required 30 MAX Shown <30 feet Li F1 ' 5 Parking Spaces Required 2 Shown 2 '' (breakdown by uses for commercial and industrial projects equired). l4 - Residential Guest Spaces Required Shown'_____ 1\ Li Li.- - :- Additibnal Comments: \ Prior to the issuance of a -building permit, the following conditions from' resolution 7120 are required to be satisfied. 1) Cond - ubmit Site Plan Mylar r ondition 11 - COUP (test soil material for suitabilit with sand replenishment program). Condition 12 - Return Notice of Restriction. This document will be prepared by the planner and -- - mailed to applicant. - - - - 4 - _.___________________ - onditi 14— Apply for formal landscape approval. Application and fees are required. P-28 - , - Page 3 of 4 - . 4 - . - . - - . .. 07/11 - - -b- . . . - _ V v j1 Condition 15—Submit draft copy of CC&R's . - Codition 25 - Submit mechanical ventilation plan priorto issuance of building permit "-' j'Refér to the specific conditions contained within Resolution No. 7120 for furthe•r information. . -': Provide copy of the approved Coastal Permit issued by the California Coastal Comfnission OK TO I • V .5 . V * -; * ••k -S. c - V • . V-.•. . • -. . S • VtVJ V • • ••5.:• P .. V • . - . ,. •V .•7...,, S • . .. V*. • ,.-_:.* ' •, .1 • _*y%.4 - .: • . I, . ( • t 4* V' V ., - •. -- _5*.t * * -. * V . . . V V •. * rV V ,- . . - *5 • . • 1 * . •s. •''V * - •- -S • - - •.: ..EV* - •5,V' .' . - . .• V V V S - V V V V P-28 ..' . . . Page 4014 • • V • • . 07/11 - S - '-''V.. • - - .. -.. . V • . .5- -•- . . 1 ,, •_•• .. • '•V V -. * V V V - •.- ••. - V VV •, • -V.-- •__VV • V •' V .1:)! . V • -' - -- ,. .••.,- - V., •_ • V 'STATE OF CALIFORNIA - NATURAL RESOURCES AGENCY EDMUND C. DROWN. JR.. 7O1-7/(NUj9 CALIFORNIA COASTAL COMMISSION. SAN DIEGO COAST DISTRICT OFFICE • . . * ... • 'A •. f 7579 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CALIFORNIA 92)08-4402 - -. - . - . P11 (619)767-2370 FAX (6)9)767-2)04 - .- • - V - •, . - V V •V • V V V • J. VI.VV V V PaQel F January. 12,2016 Permit Application o 6 N -15-1415 I * - V V COASTAL DEVELOPMENT PERMIT' - 9 V, - V V -, .- -:- ': • • - V -V •V - V V -' On Dec ember10. 2015, the California Coastal Commission granted toRincon"Ral Estate ;V V 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 V V V V 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 theCommission offices.; -,• V •,• - V - V 1 V( The development is within the coastal zone at 165-175 Chinquapin Ave, Carlsbad (San Diego . County) (APN(s): 206-070-02-00) -. -' I. • I T"t, - VV Issued on behalf of the California Coastal Conumssionby Charles Lester , - , - Executive Directoi r . .. - . - • - - V _ ' - '-V . • V •' V Keri Robinson . •;•' -, , V Coastal Program Analyst. -•••' V ' :• ., re-..,. V V , ' • • VV 4 J VV ... - - F, - ., •'1 • .,*. ., ''V..... V 4. - V V ACKNOWLEDGMENT.: - -F - , •V V - '•. .:, '. -- V V The undersigned pennittee acknowledges receipt of this perrnit and agrees'to abide by all terms andF conditions thereof '-• F - V V ' - V - •_F*. fl •' V V V V * - • V "i. t''l'.*4 - • ' V - V '' V_,•, • 'V -' The undersigned pern-uttee acknowledges that Government Code Setion 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 13159(a). Date /i Signature Page 2 January 12, 2016 Permit Application No.: 645-1415 COASTAL DEVELOPMENT PERMIT STANDARD CONDITIONS: Notice of Receipt and Ackiowledgment. 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 whih 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 permittee 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 costhl 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 landscapiig 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 views. If using potable water for irrigation, only drip or micro spray irrigation systems may be used. A written commitment by the applicant that five years from the dateof 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 is in conformance with the landscape plan approved pursuant to this special condition. The monitoring report shall include photographic documentation of plant species and plant coverage. If the landscape monitoring report indicates the landscaping is not in conformance with 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 TIIECOASTALDEYELOPMENT ,PERMIT, the applicant shalt submit for the. revieW and written approvaLof the Executive Director, a color board or other indication of the exterior materials and color scheme to be utilized in the construction of the proposed residence and improvements. This documentation shall comply with the following requirements: a. The color of the proposed residences and rooves permitted' herein shall be restricted to colors compatible with the surrounding environment (earth tones) including shades of green, brown and gray, with no white .or light shades and no bright tones except as minor accents. 4. DeedRestriction. PRIORiTO 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 ithe 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 exstenceor with respect to the subject property. G:\San Diego\Perrnits 2000\6- 15-141 5p.docx STRUCTURAL PLAN CHECK RESPONSES . - .- '.. •1' - - - I,.. *0 - DATE: February19.2016 PROJECT: 165 Chinquapin • TK PROJECTNo.: 15-951.00 - ' STRUCTURAL ENGINEERS, LLP 14288 DanIelson Sineel • Sub #200 • Poway, CA 92064-8819 - (858) 879-8989 • WW4. HTKSE.COM • Fax (858) 6794959 27 Note added to the foundation plan as requested - , 30. All cross referencing of details has been checked and corrected where necessary.r '. 31 Correct detail is 8/SD3 0 Plans updated - 32 Detail 20/SD2 0 updated to show strap and blocking per plan Caflout for beams I and 8 added to plans. Detail bubble labeled 9NSD2.0 corrected to read 9AISD3.0. Shearwall at G.L. 3.4 on sheet S2, corrected to #3 x 12' long; This was labeled as line 4.1 in calcs. - - - 35. Shear braces correctly reference in plans. Only the Simpson SSW variety is used OflrthS lot. • • -: - - •- - . • .. - .' • , -. •1 •_- . . - I I 4 .• ,' .4 . -. -. .4 •F••'• - 4 - - - •• -.• -. • . . - •1 - - - . • 4 , . •. - • - • - ,_. • A ift •S - S ' L.a I - t - - F. •'-, .-, . f .4. • •• - • • -• it, -, • 4 .4 -.4' , . - - . -. .4 •••,- .4 - -4 - • .4 . . - •. 4 From TB .4 Copies to File Pagel 40 .4, - s A II IAIP. AI TK'' "1 ?l. c9oce.s .21 10' J S TR U C T%A L EN DESIGN ASSUMPTIONS:, . '. .• CONCRETE STRENGTH AT TWENTY EIGHT DAYS ?S..00 isi MASONRY: GRADE "N" CONCRETE BLOCK F M = PSI . MORTAR: TYPE S 1,800 PSI I '1' GROUT: - 2000 PSI , REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) . '-.'.. C..) 61398 - CM GRADE 60: #5 AND LARGER p OS4O-.. STRUCTURAL STEEL: Y A-36 LUMBER DOUGLAS FIR LARCH OF JOISTS - #2 . I -. - -( BEAMS AND POSTS #2 • * .. STUDS STUD OR BETTERt t4 SEISMIC FORCE: REPORT 6Y: E)oALo ry WIND FORCE W5JiOE(p REPORT NO — iot,Z3 SOIL PRESSURE 3w0?sc DESIGN LOADS: 4 . - - ROOF DEAD LOAD FLOOR DEAD LOAD* WALL DEAD LOAD -' .,g • -I- - - SLOPING fjj - LL • .. . . ... - • - 4 ROOFING - ; FLOORING . ' '- INTERIOR 10 PSF PLYWOOD PLYWOOD • I. • EXTERIOR 16 PSF JOISTS JOISTS ' INSUL.&CLG. - - • t INSUL.&CLG. •. '•. . MISC. * - MISC. - I. - • . . TOTAL = TOTAL ROOF LIVE LOAD FLOOR LIVE LOAD . •' - ' a. - 11 - . •1 - SLOPING = - I INTERIOR - 40 PSF FLAT = 9 - BALCONY 60 PSF (U.O.N.).. •• . EXIT WALKWAY 100 PSF These caIcuIations1are limited only to the items included herein, selected by the client and . do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanie d b y a wet stamp and signature of the Engineer of Record. - -• - . p _. Job No. Designed By - - 1 Date . 1-ci.00 . T15 : 1 San Diego 14288 Danielson Street,' treet Suite 6 200 Powsy, CA 92064 (858) 679k 8989 Fax (858) 679 89S9 * tan Vegas (702) 505-8225 • Bay Area (510) 759-9399 • Los Angeles (424) 703-548S -. - __l-___ . -_, , • a - 3 I s. iS I C .- -- - -zellaK z) (2f)(()? •--- :ç5)12 cclj(") -I\ -4 - )ci(5:'5 1SdcII;R66 I Obk)S 4. . -.1 - •- 4 - içc Ajç5. 'O(( - - - - - - .A 4"-r_- ___________ JJTJT Ei:: (os -. — -- - - r .. , -- - -•1 ---- * (1 1.'ok3a... ' • .--- ---.-.--,------- ,T_..:.--_- - -.--- ___ +.40610 --_--+— - .-.-+ - -_- _---s--.-I.. -- --.-----_'- ----U - - -. - e- - - - -- - __ - FTJTTzL: -'-- --•f-- * -•1- -•- ----------------'.-------- - QOM , I 1 --- ,. S . • S')/' Ssj 13N6 ND7, t . _ c)_vs siji ;v7O --*.. • )OSL(O.75)(l(u") 4)4-!'111QP1)_ 4 VS 41 ..- - spa^.., PL - . ..t-x4'L Ci.)64)LL_.. ...• . . . - . ___. ?O) 4-oiJ I4-)?_c;•j - ..ç .0---- _____ -- . --•--_-,----,-.- i-_- I t?'( I4D) P.J9 3ch . .,. _& S +Z °Vms 3g.+z.?c ?S L - yiJ'/s ç0 oc .._ 4 - - ---..i -___-- - . •. .f___ ____ --_._- - . - - . - . - . - -. - - •- - - - - - - + f -- -- -. • 4o JA st- ••_ ,, - - - . - 4 . . - - 11 'V - .. •V -. . 'V ',1 -, •VV . V 4 - - STRUCTURAL CALCULATIONS PROJECT ?)An 3 STRUCT16 AL ENG A ERS,LLP DESIGN ASSUMPTIONS: -V •' V. V CONCRETE STRENGTH AT TWENTY EIGHT DAYS: ZTOt7 psi Vi. V - 4 - V MASONRY GRADE "N" CONCRETE BLOCK F * M = PSI MORTAR:;. TYPES 1,800 PSI j-:'- - V V 'V ' V V r GROUT: V .2000 PSI VV , - , V• V V V V• ' ' REINFORCING STEEL:' •'A-615 GRADE40: #4ANDLESS(U.0.N.)' 'V 61398 GRADE 60: V #5 AND LARGER . .P.U&-3O.. STRUCTURAL STEEL A-36 LUMBER DOUGLAS FIR LARCH OF C ' I JOISTS. #2 BEAMS AND POSTS #2 :STUDS - STUD ORBETTER V.' VV jV V j V V SEISMIC FORCE REPORT BY: eo 'tcøi E )o4ln X. WIND FORCEBW51tW1 REPORT NO.: t 1D,Z3 .. SOIL V PRESSURE:3WS DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD ' '.i. , WALL DEAD LOAD V SLOPING FLAT V , INT. V• ROOFING FLOORING INTERIOR 10 PSF PLYWOOD • I. PLYWOOD " '. ' EXTERIOR 16 PSF_ V JOISTS' ' ' ' JOISTS INSUL.&CLG. V , . INSUL.&CLG.V,, MISC. MISC." - TOTAL = TOTAL )IP RECEOVED' ROOF LIVE LOAD FLOOR LIVE LOAD . DEC .30 2.015 ' SLOPING = INTERIOR .40 PSF V - FLAT = 70 BALCONY 60 PSF (U 0 N) CITY OF CARLSBAD V V EXIT WALKWAY. a ôQ PSF '.. BUILDING DIVISION , These calculations are limited only to the items included herein, selected by the client and do' not imply approval of any V other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp End signature of the Engineer of Record. Job No. ,, V Designed By . Date V 111111111111111121 Do San Diego - 14288 Danielson Street, Suite W200, Poway, CA 92064, (859) 670-8989, Fax )859)679-8959 Las Vegas (702) 505-8225 • 'Bay Area (510) 759-9399 - . losAngeles (424) 703-5485 , - 'V ,, -'V • ' 'V ,• -1- Ii _L. * — - - J ¶r )o o() i II I I T-4 - -k-- --4--. F - - -Em it, .._-•*_ -_ . -.-----,. 4. .- cI H •___ - - - -- ?9O&9c*J..: _1t? L Jr' 376 ( Zo) JAI I Ltio - - LL. &_ n V !. L ?(c F I - -- zi 57 4 . _. ')La) Lj •4 iicL. J 1J4Li__ of 55L11QZ J. !.. - . . .._J. Lc 3:T F2i7s.V Ev3)V,i . - 7 to - ----------' -t- 1 -- 1•- O4 0447 - * _ L_ - -- c ... :.L_J. J r -a---LSTA-3O -t------$-- ---t---- * Z O ---4 — I . •••- 4••____ - . . .- -. ---.---.- I ?S?cx/4 Vtoo I * I I I I - . ..... L._CL3@ -- * -* - - - * L - - - 33jpj3) S.5 1ZC '?o D 1 ?Ot - 17 o L Z(O. W 3ckl 0 14 @sL 4 ..+ 3'p 5-9 M)L, a31g1}&Yio -- ____________ f S . cF 43 +c - •1-k--- :.. .. .olt+co .HW. lkz, 34034 I ?SL - - - o4 ,) M'O.Lt CIO - --- - -t ------5.5. -5---- -5- - . - -5- - ••"-5 --5-.- 5---. __+ 4 - - 4_ I 3 +-r - I LL Ir P5 -, cj 9 )- S3 1 p v.- ?Ofr *----. _• **.*.i .. .- ____ )t_(OO&4 -5*,_ -- • •!.- -1 _u- S'$491. 5- •i•Ei 11150 +1 ~ CIO 4 ism ---5- v-.. .- -•-- :5-r'r -- . 44 *44_5-5- - -----+--- .L J Zz.c' 1 . 4 • • . I t ••.••.--•• -. -* - •.5 SS43 9 X40 .L_.5. :.. sip L/2.I') - L.!. L 1........,Yc ..J• i - 'H - _ I- --- F I I -- .-.. •. .-.+. - -. .."-*.-.'-.-. - - - I . oo: PDQ J o o, ri s+0 i Pr4c46 -1---._• 3O —4—----. L$YSL ?/ 2 - ) 4c0&t4io) .. 4 )I . ., I • t 11 I ____ __ ______ 1.•i __ ____ -F- •-- - 4 ____________ -. - _______ -.------ -----,--------- -- . ....3 - . -- _ I....j . ___ ... ., - - -:- --. ---~---- SKI .s1 f' . . . .. r --------- "--i- - - . - -'••-- .- -4..-. • -.4.- •1•- —r-------------•"•--- - -- -..--- .- +-•. •I_- - - - ..._. . -. F-4-....I . Lt. j JsooLsfro) 1 5 . 1 • 5 5 F F *± j 13MtL?L CoO S(u4?o) L I I__Ito + - - 4 —i-- L--I----k L__ o - 4 I*V')Lo 4v- 71 - j --- . 4 Lc1c - zc,: c- ZZpsL -nc- L D, 5,61 S1/z4. J 8'Ic c1,Io) I •' ¶ I . . S I I • . F t .1 1 S . •• -• F I - ..-.-4- F - I - ---_---.-*----.-- -- ---*--.---.-- --------•--. •------ Project Tulle: Engineer: Project ID: Project Descr: 14288 Danielson Street Suite 200 Steel Beam Description: Roof STL BM CODE REFERENCES - Pnnred:23 = .seneiOFD'EiNGlNE-1TB'rROJEC. Load Comt.nation Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 ;.- ....-.-----.-- •• Span 14.43Cft H5S8xx3l16 Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Lcad: D = 0.560, Lr = 0.70 k @ 7.20 ft, (Hip) PolntLcad: D =0.910, Lr= 1.140k © 7.20ff, (Ridge) DESIGN SUMMARY Maximum Bending Stress Ratio = . 1 Section used for this span HSS8x3x3116 Ma -.Applied 11.916k-ft Mn I Omega: Allowable 20.360 k-ft Load Combination +D+Lr Location of maximum on span 7,215ff Span # where maximum occurs Span #1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum snear stress Ratio = Section used for this span HSS8x3x3I16 Va : Applied 1.658 k Vn/Omega : Allowable 43.009 k Load Combination +D+Lr Location of maximum on span 0.000 it Span # where maximum occurs Span #1 Max Downward Transient Deflection 0.249 i. Ratio = 696 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Dov'nward Total Deflection 0.447 in Ratio = 387 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Vertical Reactions Support notation: Far left ia#1 Values In KIPS Load Combinaon Support 1 Support 2 .. . . 0veraJlMAXrnua 1.658 1.652 Overall MINimum 0.442 0.440 D Only 0.737 0.733 +D+L 0.737 0.733 +D+Lr 1:658 1.652 0.737 0.733 +D+0.750Lr+0.750L 1.428 1.422 +D+0.750L+0.750S 0.737 0.733 +0+0.60W 0.737 0.733 +D+0.70E 0.737 0,733 +D+0.750Lr+0.750L+0.450W 1.428 1.422 +0+0.750L+0750S+0.450W 0.737 0.733 +0+0.750L+Q.750S+0.5250E 0.737 0.733 +0.600+0.60W 0.442 0.440 +0.600+0.70E 0.442 0.440 D Only 0.737 0.733 Lr Only 0.922 0.918 I Only SOnly WOnly ?toi E Only H Only Project Title: Engineer: Project Descr: 14288 Danielson Street Suite 200 pAwn. rA Q4 I - - - - Steel'B ' _ ENE R..P.LC INC 92D'i5 B'nIdRS ! t 539 L L4Li Descnptiofl: Roc4STL8M Steel Section Properties - HS8x3I16_ Depth 8.000 in lxx 2780 irM - J = 16.200 inA4 S xx - . .6.94 ia3 Cw 7.68 inA6 Width.': =. 3.000 in Rxx =,'.. 2,770 in Wall Thick 0.174 in Zx = 8.870 n"3 Area - 3630 InA2 I yy '5940 nM C ' = 0.000 A3 Weight -. 13.264 pit Syy , 3.960 W13 ' Ryy 1.280 in Zy .- . . 4.430 irY'3. . .• ' . 4.000 in Ycg . . 'r - :, 'T ' ':. . 4-' -4 4 4 . 94*4 - . . * '44 -- ._ * . • .- . . . 4.'4.. .: . 4 - . , - - . • k . -- . ,' . , 4 - . 4 - -. . 0• 4' '1 , ,•J 4 4 . .. :4. ':7 5, - . . S '' *4.. -. •: .. --'.4 : 4 _%. $ . , _ •., . a 9' .- -....• - H ' _ . 4 . fl_•4 '-. 4. 9 1 .: ' 9 4 4 . - I - ., . -.4 . - - -, . • - - 4 .- , ,1 - : - -. , ' - .4 • .4: - - , - -4, - - ---.4. : , ..• : • 44 4. 991 1. p. Project The: . -, : - I Engineer: . Iroject D: * Project Descr , 14288 Danielson Street . .. Suite 200 Poway, CA92064 - ..' ........ . Printed: 23 NOV 2Ot5,_tOIPM d B - wvOO earn .. . ENERCALC IN 19811015 B.nkt 1539,V6 C 7. ELEE - Déscription: 3rdbm5 ... CODE REFERENCES '- - ,-- Load Combination Set: ASCE 7-10 MaterialProperties Analysis Method: Allowable Stress Design . Fib - Tension 2,900.0 Psi E: Modulus ofElaticity Load Combination ASCE 7-10 . Fb - Compr 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Pill 2,900.0 psi Eminbend - xx 1,016.54ksj. Wood Species : iLevel Truss Joist Fc. Perp . 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling , -. 1' I 0(0.02128)L(0.0532) - 1 -T -------_, ----- -.:------ ;i .-T:---.T-- -- • . -. 5.254.5 *. . 5.25x9.5 Span =5.Oft . .'Span =4.oft..S -, AppUed Loads , - Serviceloadsentered.LoadFactorswillbeappliedfor calculations. Load for Span Number 1 • . Point Load: D = 0.620, L = 0,710k @ 0.0 ft (bm 4) Point Loacf D = 0.280, Ii = 0.3080k © 0.0 ft, (roof) Load for Span Number . . ,. UniformLcad: 0=0.0160, L=0.040ks1, Tributary Width =.1.330ft,(deck) DESIGNSUMMARY Maximum Bending Stress Ratio 04.1 Maximum Shear Stress Ratio Section used for this span 5.25x95 Section used for this span - 5.259•5 fb:Actual = 1,223.27psi fv:Actual . §3.25 psi - FB : Allowable = 2,900.00psi Fv Allowable 290.00 psi - Load Combination +D+L, It Comb Run (LL) Load Combination +0+1, LL Comb Run (IL) Location of maximum on span 5.000 ft Location of maximum on span = 5.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Donward Transient Deflection 0.123 in Ratio = 976 Max Upward Transient Deflection -0.009 in Ratio = 5637 Max Dovriward Total Deflection 0.287 in Ratio = 416 . . . Max Upward Total Deflection -0.020 in Ratio = 2425 Overall Maximum Deflections Load Combination - Span Max. -' Defi Location In Span Load Combination Max. +' Deft Location in Span. +D+0.75OLr+0.750L+0.450W, LL Corn 1 0.2874 0.000 0.0000 0.000 1- 2 0.0000 0.000 +D+0.750Lr+.750L+0.450W, LL Corn 0.0198 . 1.698 Vertical Reactions Support notation: Far left is #1 ...Values in KIPS _ , - Load Combinatin Support 1 Support 2 Support 3 0verailMAXlrnuni 3.865 -2.037 Overall MINimum 0.106 0.106 D Only 2.068 -1.082 . -+O+L, LL Comb Run (*L) 2.174 0.976 . -. : 4 1 • . Project Title: .' Engineer - . Project ID:' ,. Project Descr. 14288 Danielson Street - Suite 200 Poway, .. .. ............• - PPanled: 23 NOV 2016, 1:01PM r1 -•• .. 0 [Wood Beam . • : '- ' ENE9CAW,j(' 1983.20r5 8uakl6153 6 Description : 3rd bm5 - . a. -, • - . *0, -.. I Vertical Reactions Support notation _Far left is #1 ______________Values in KIPS Load Combinction 1 -- Support 2 - 4 'Support Support 3 +D+LLLComb Run (L) . 3.685 -1.97.0 - •-- L - "' ..... +D+L U. Cc'nb Run (IL) 3.771 1.864 .. +D+Lr, LL Comb Run (*L) 2068 -1.082 +D+Lr, LL Ccmb Run (L) 2.761 -1.467. . • . . -- . . i-D+Lr, LL Comb Run (LL) .• 2.761 . -1467 - ' . . 4 -• . , -, +D+S 2.068 -1.082 ' +0+O.750Lr+O.750L,U Comb Run (1) 2.147 . -1.003, +D+0.7501-40.750L, IL Comb Run (L) 3.785 -, . -2.037 . . •• .. , . - '-. +0+0.750Lr+0.750L, IL Comb Run (LL) 3,865 . -1.957 ' .,• '. ? "• . . . . . . . 0 .-., +O-+0.7501+0.750S, U. Comb Run (*1) 2,147 ' 1.003 +O+0.750L*O.750S,LLCoriib Run (L). 3.266 -. . 1.748 +0+0 750L+O 750S IL Comb Run (LL) 3.345 1 668 * +D+0.60W , 2.068 ,... - -1.082, ,_ . .'. -• * .5 5. 4O+0.70E . 2.088 -1.082 • ,' .. ' -• -.f -iD+0.750Lr+0.750L+0.450W, LI Comb . 2.147 , ' .-1.003 ' -• ,0• - . I -+O+0.750L.750L+0.450W,LL Comb F '3.785 -2.037 ' . . '...4.......f , S. +D+0.750Lr+0.750L+0.450W, IL Comb I 3.865 -1.957 , . . .. 4. . . ++0.750L+C.fl50S+0.450W,U Comb F 2.147 -1.003 +D+0.750LoOJ50S+0.450W,LL Comb F 3.266 -1.748 - , . 4.• ., '. . . . 4+0.7501-+0.7508+0.450W, LL Comb F 3.345 -1.668 +D+0.7501+0.750S+0.5250E, LL Comb I 2.147 -1.003 '.• . '-S ' ' •• . . . . +D+0.7501+0.7508-i-0.5250E, IL Comb I , 3.266 • -1.748 ......... , . , •.- ' .. . ' +D+O.7501+0.750S+O.5250E, LL Comb I 3.345 . . . -1.668 - '• . , , .1 . +0.600+0.60W . 1.241 - -0.649 +0.600+0.70=- - . . - 1.241 -0.649 . . . . . D Only ' 2.088 -1.082 Lr Only, llComo Run (1) IrOnly, LL Comb Run (L') • 0.693 '0.385 Li Only, LL Comb Run (LL) 0.693 - -0.385 - . • - %, • , . .. . ' •'. - • 0, L Only, LLC&nb Run (L) . 0.106 0.106 " .-- . • .* '.,. '--', - 1, L Only, LL Comb Run (L') . 1.598 -0.888 - . • ' ' .4, ' • . I Only, LL Comb Run (LL) • . . 1.704 . -0.781 . . . " . • ••• SOnly ,. . • ' , - ': . - • . . 0 WOnty . • , -• . ' - . 0 . - 'O' EOnly • - • . .. , ,• •' ' • Ft Only ' I - ' .. . . • ' . ' - '-- -' .:. - - • .4-, ,. .5.' . - . . , 4 .• • - 0• • . 4 . 4 . 4 . -a • a.. . ,. - - • -S ' . --j. -,. - '-4 5.- a - 4 -4. -. 4- ,04 1 - . $ , 4. - . . . ,. 0 '• . ' .•0 * • . . . • 4$ r , • . - '' . '-- '. • F • r _' 5_ . •- 4 4 0 4' .: - • 4 ' - • . . - • ' - - . -: .. - .- . - , .... - . ..0 . • - - - 1 .4 4 -. , 0 4 ' 0 5 00 • . 'i., •' " '0 .5 5 . ' .4' 5. , .04 - 5 - - • . . _.5 I • 0 "• a . . •'. 14288 Danielson Street Suite 200 Po CA 92064 Project Title: Engineer: Project Desôr. - Fit ENFACALCU1C. ProiectlD: P1nt1:2N0V2015, 1P Lt,pr ARL5B-1 ECA Descrilor: 3rd bn, 8 - CODE REFERENCES. Load Combination Set: ASCE 7-10 MaterialProperties .... Analysis Method: Allowable Stress Design Fb -Tension 2,900.0 siEModuIuiàfE!as'iiciEy' Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi . Ebend- xx 2,000.0 ksi - Fc-Pill 2,900.0 psi Eminbend - xx 1,016.54ksj Wood Speciss : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Paraliam PSL 2.OE . Fv 290.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,025.0p$, .... Density 32.210pcf 1 . - I D(0.128) 1)(0.0118152)1-10.062)D(2.02) Lr(74) L(18) + Applied Loads - Serviceloadsentered.LoadFactorswillbeappliedfor calculati Load ons. for Span Number I Uniform Load: D = 00140, L = 0.040 ksf, Tributary Width = 1.330 ft Uniform Load: D = 00160 ksf, Extent = 13.50 -->> 17.50 ft, Tributary Width = 8.0 ft Point Load: D = 2.020, Is = 0,740, L = 1.680 k @ 1350 ft - -, Load for Span Number 2 Uniform Load: 0=0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft Point Loa. D = 0.810, Lr= 0.140k @ 0.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = C 8 1 Maximum Shear Stress Ratio = C 313 1 Section used for this span 5.25x11.875 Section used for this span 5.25x1 t875 fb : Actual 1,328.25ps1 , fv : Actual . = -•' 90.87 psi FB : Allowable 2,900.00 psi Fv : Allowable 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 13.492ft Location of maximum on span = 16.522f1 Span # where maximum occurs = Span #1 Span If where maximum occurs = Span #1 Maximum Deflection Max Donward Transient Deflection 0.221 in.'Ratio = 95,11, Max Upward Transient Deflection -0034 iif Ratio = 526 Max Downward Total Deflection 0.430 in RatIo = 488 Max Upward Total Deflection -0.067 irRaUo = 268 ., . L_...._.____ Overall Maximum Deflections •• - Load Cornbinat1-n - Span Max. '•°Defl Location in Span Load Combination Max. '+ Dell Location in Span +D+L+I1 1 0.4300 9.581 - 0.0000 0.000 2 0.0000 9.581 l-O+L4H . . -0.0671 0.750 Vertical Reactions , Support notation:Far left is #1 in KIPS --Values Load Combinatn Support 1 Support 2 Support 3 —. OveraliMAXimum 1.497 4.923 . '.'-.-- - ---' Overall MlNiniim . 0.163 0.717 . - . .. . - . •.. • .. .. .. 4 . . . I , - • .. 4 . -- . 't a "Project Ttle - . . - Engineer: ' Proléct ID: - .. :. Project Descr - r • 14288 Danielson Street . - .., Suite 200 Poway92O64 - - .-- 23 NOV2015 1O3Ptii W d B m L .. .... - -.-JRk UseHTK'0eck.op\CARLSB 1 EC6 E IW 198 O15e i539"eeu.9 t .Cow-- J ........... --. Descnption 3rd bni 8 1, Vertical Reactions a Support notation-* Far left Is #1 Values in KIPS Load Combination Support Support •. Support ',- . - :- , '. +D+H 0.648 3034 . ... •........ --. ------- -+0+L+H - ' 1.497 4.836 - • . -+O+Lr+H 0.811 3751 +D+S+H .. .. , 0.648 3.034 +040 750Lr-O 750L+H 1.407 4.923 +D+0.750L+0.7508+H . . 1.285 4.385 +D+0.60W+H . ' - 0.648 . - 3,034 40+0.70E+H 0.648 3.034 , . . . . , .• .. ,. +D+0.750Lr+0.750L+0.450W+H 1.407 4.923 a. .++0.750L+0.750S40.450W+H 1.285 4.385 ' . ... . . , . ' . .... .-..' ;. .. +D40 750L+0 750S+0 5250E+H 1.285 4.385 a' +0.600+0.6CW+0.60H . . 0.389 1.820 • . . . . ..., . - ; +0.600+0.70E+0.60H • , 0.389 1.820 0 Only 0.648 3.034 Lr Only • - 0.163 0.717 ', -. •• '.' •' - LOnly 0.849 ' 1.802 ,' . . . t•• - . SOnly . . ., WOnfy .. , a - - a r - ' • . t. - a - . - E Only . ' - - - - • • . . . H Only - - - - = - . - .- - . - -- , - -- I • ,' .•, -. . - _1 - - .,- • - = p . - . , , - Project Title: - Engineer: Project Descr: Project ID: -S 14288 Danielson Street Suite 200 54 . -. . - .. -- P1n.23NOI2Q15, 1:03PM Be . . , UseaesCiRLSB.ECe -. arfl ., .,. . , .....• * nRCLi..INC,I983-2ul55d:e.i539vnrsI59 Description: 3rd bin 9 '' _' . ,. . - . • - CODE REFERENCES Load Combination Set: ASCE 7-10 . . . .. . Material Properties . -.• . :.. . Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi, E: Modulus of Elasticity Load Combinathn ASCE 7-10 . Fb - Compr 2,900.0 psi Ebend- xx 2,000.0ks1 Fc - Pi 2,900.0 psi Eminbend - xx 1,016.54ks1 Wood Species : ILevel Truss Joist . Fc- Pep . . 750.0 psi Wood Grade : Parallam PSL 2.OE Fv ' 290.0 psi . Ft 2,025.0 psi Density 32.210 pot Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - D(0.098)L0.12).. 0(0.0938) LO.26) $. DID. 1121L(O.32) - V 0(0.128) IF .14.0X1I.875 . Span =19.50ft '• : -- Applied Leads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniton-n Load: D = 0.0160 ksf, Tributary Width = 8.0 it Uniform Load: D=0.0140, L = 0.040 ksf, Extent = 0.0 -->> 9.0 ft, Tributary Mdth = 8.0 ft Uniform Load: D =0.01440, L= 0.040 ksl, Extent 9.0 —>> 19.50 ft, Tributary Width= 6.50 ft Uniform Load: D =0.0160, Lr= 0.020 ksf, Tributary Width = 6.0 ft (root) - - Maximum Bending Stress Ratio = 0.38a 1 Maximum Shear Stress Ratio - -0.133 : I Section used for this span 14.0 X 11.875 Section used for this span 14.0 X 11.875 fb:Actuai = 1,124.40psi . fv:Actual . = 53.19 psi FB : Allowable - 2,900.00 psi ' Fv Allowable •. -. . 290.00 psi Load Combination +D-i-L Load Combination - +D+L . ' Location .f maximum on span 9.465ft Location of maximum on span ' 0.000 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.240 in Ratio = 975 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 . . Max Downward Total Deflection 0.559 in Ratio = 418 . " Max Upward Total Deflection 0.000 in Ratio = 0 <180 .- --- - ....... ., ............................I. - --.--------- -.- - --,---,- . Overall Maximum Deflections Load Combination Span Max. '- Dell Location In Span. Load Combination Max. •+ Defi Location in Span +D+0.750Lr+0.750L+0.450W 1 0.5591 9.750 0.0000 0.000 Vertical Reactions . . Support notation Far left is #1 _Values in FOPS Load Combinàon - Support 1 Support 2 , -•. . 0verallMA)(,urn . 6.677 6.370 . ,.. -'• . . Overall MiNlrthrn 1.170 1.170 . D Only ' 3.587 3.497 +D+L 6.537 6.157 -i-O+Lr. 4.757 4.667 . . Project Title: I ..Engneer: , ,:ProiectlD:. 'Project Descr. I 14288 Danielson Street ... . S 4. Suite 200 • . - Poway, CA 922,364 ood am W 1. do = c U Th1stoC4Rb,P...1 EC LIV - EI&P LO ITC 963-415 Budci6 .. - - .. iL -. Description 3rd bm 9 Vertical Reactions . pp Suort notaton Far lefts #1 Values in KIPS Load Combintron Support 1 Support 2 'S +D+-S . 3.587 3.497 . +D+0.750Lr+0.750L - 6.677 6.370 +O+0.750L+0.750S 5.799 5.492 +0+0.60W 3.587 3.497 +D+0.70E . 3.587 3.497 - .. . +D+0.750Lr+0.750L+0.450W 6.677 6.370 .. . ..- - • +0+0 75OL+ 750S+0 450W 5799 5.492 +D+0.7501+4.750S+0.5250E . 5.799 5.492 . . . • . .5 .' +0.60D-i.0.60N ' -2.152 2.098 a','•7 - +0.60D+0.70E - 2.152 2.098 . . . DOnIy7 3.587 3.497 . -S . ,, ' LrOnly -, . . 1.170 1.170.. LOniy - 2.950 2.660 • . . J, . .5 . .4. . . SOnly. . - -• .• WOnly •' .. . . -S S •.# • • . EOnly - r H Only- S. .5' .-- •- i-.' _ ••.f . 4 ! 4 .. I . . . I . S___•_ . a _ 4_•• S . . --- -'- ai- - •. -.4 S • 4 - ..............- - 4 ., . . ..5 . a. a .4( I '- .1 * - 4 t 4 4 -- 'a * -- -. :- r - I - I 4 1 . 5 1 •• .5 5. 1 I 5• . .- .4 _•,_. . . - I, 4 . - . S. I. S •_5 ' . - I - 'S 1 •' - "-.5 5_• S 4- 1 '-1 _ 54 . . 5 . -, • . . - a - - '•. r . . c i - .. • _5_• 1. 4 4 5 S .. • _4' . • S. -1 I"_.- - -. r- --5- .5. . S., , S•'-.'- - - .) — - - . a 6.75x18 96.82 psi = 265.00 psi +D+L 21.022 It = Span #i Project Title: Engineer: . - - Project Descr: 14288 Danielson Street Project ID: .10 ) Suite 200 - ------..- JWood Beam ,.. .. .---- + ;-:-------- -• ----• ..---,..------.- .1 . 000_ _O_O=__ ,-rn,d 4 r.,J cvl, I;urM -- 11 Description: 3rd bm 11 Glulam CODE REFERENCES Load Combination Set: ASCE 7-10- Material Properties •. . ........ Analysis Method: Allowable Stress Design . Fb -Tension 2,400.0 psi E: Modulus of EIasticity" Load Combination ASCE 7-10 . Fb - Compr 2,400.0 psi Ebend- xx 1,800.0 ksi Fc-Pt1l 1,650.0 psi Eminbend - xx 930.0ksi Wood Species : DF/DF , Fe-Pep 650.0 psi Ebend-yy 1,600.0ki Wood Grade 24F - V8 Fv 265.0 psi , Eminbend- yy 830.0ks1 Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling 0 . Applied Loads .:---T---' Service loads entered. Load Factors will be applied for calculations. rn Beam sell we calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0160, Lr=0.020ksf, Extent = 4.0 -->> 17.50 It, Tributary Width =3.0ft, (roof) Uniform Load: 0 = 0.0160 ksf, Extent = 4.0 —>> 17.50 ft, Tributary Width 4.0 ft. (wall) Point Load: 0 = 2.020, Lr = 0.740, L = 1.680 k @ 4.0 ft, (brn 7) Point Load: 0 = 0.930, Lr= 0.40, L= 1.40k @ 13.50 ft. (bm 10) Point Load: D = 3.50, Lr= 1.170, L= 2.670k @ 17.50 It, (brn9) 0 DESiGN SUMMARY 0 - ______ Maximum Banding 'Stress Ratio = 34 Maximum Shear Stress Ratio Section used for this span 6.75x18 Section used for this span lb :Actual 1 ,455.98ps1 fv : Actual 0 FB : Allowable 2,226.61 psi Fv : Allowable Load Combination +D+L Load Combination Location of maximum on span . = 13.4671t Location of maximum on span Span # where maximum occurs = Span #1 . Span ft where maximum occurs 'Deflection Maximum 0 Max Downward Transient Deflection 0.269 in Ratio = 1003 Max Upward Transient Deflection 0.000 in Ratio = 0 <350 Max r)nvnwnrrl Total Deflection A 717 n Ratio = - Max Upward Total Deflection 0:000 in Ratio = 0 <180 * 0 Overall Maximum Deflections Load Comblnatbr1 Span Max.'-'Deg Location in Span Load Combination Max. +' Deft Location in Span +D+0.750Lr-i-0.750L+0,450W 1 0.7174 11.681 0 0.0000 0.000 Vertical Reactions Support notation :Far left ls#i * Values inKIPS Load Combination Support 1 Support 2 Overall MAXimum 6.896 8.330 -- 0 0000.0040 Overall MiNimum 1.451 1.669 0 0 D Only , - 3.906 4.667 - - 0 4,- - - ..- Project Title:- Engineer: , , Project ID: . 4 . Project Descr: 14288 Danielson Street , . Sufte200 :- " • Poway CA 92O_ .- ---- 7.- --.-.- -.---- -- - PrL23 NOV015 i PM I Wood Beam -. L -- -* - - File ENE L1 INI 93-'O1 Binkf8 V L Descnphon: 3rd bin 11 GuIarn Vertical Reactions Support flotation Far left Is #1 Values in KIPS Load Combination Support 1' Support 2 +0+L 6.441 7.883 +D+Lr 5.357 6.336 +O+S 3.906 4.667 * - +D#0.7501_r+0.750L 6.896 8.330 +D+0.750L+0.750S . 5.807 7.079-- +0+0.60W 3.906 4.667 . +O+0.70E - 3.906 4.667 - . • . , : -+O+0.750Lr+0.750L+0.450W 6.896 8.330 +D+0.750L+0.750S+6.450W . 5.807 . 7.079 +D+0.750L+0.750S-I-0.5250E 5.807 7.079 .60D+0 60W ' 2.344 2.800 +0.600+0.70E - 2.344 2.800 0 Only i. 3.908 4.667 LrOnly - . 1.451 1.669 I Only 2.535 -3.215 ,S Only . - ,' - ,• . .' W Only, EOnly HOnly' - ''• -.t .4. - -' - .' -, -* ,. - ,- - • - S ', ., - - 41 . , - * L.. ., - * 7 .- 44 ', 4 ' - - ., . .7. • 7 ...' 4' . - . - •' 4 1 • -4 ,- 4 .5 'J - - 5- - • • ,7, - •:- :' - - . S_fr; ' - -7 4 - 7.. - 7 - p,..4 • - -4 .5 - - - p •*. 5- . . Project Title: - -. Engineer: -' Project ID: - Project Descr: 14288 Danielson Street . Suite 200 - * Poway 9 ,. -,-t- - - — -.-. - - . P3 110V2015, tosPfl Wood,Be .................................... .. Description: 3rd bin 12 - CODEREFERENCES Load Combination Set: ASCE 7-10 '•. - Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elastidt/ Load Combination ASCE 7-10 . Fb - Compr 2,900.0psi .' Ebend-xx 2,000.0ksj Fc-Pr1l 2,900.0ps1 . Eminbend - xx 1,016.54ksj Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi - Wood Grade : Parallam PSL 2.OE Fv 290.0 psi - Ft 2,025.0 psi Density 32.210 pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D =0.0160, Lr = 0.020 ksf, Tributary Width= 6.0 It, (roof) 1 Uniform Load: D = 0,0160 ksf, Tributary Width = 8.0 It, (wall) Unorm Load: D0.0140, L=0.040 ksl, Extent= 8.50 —>> 16.0 ft, Tributary Width= 5.0 it, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = :0.294 1 Maximum Shear Stress Ratio ,0241-: 1 :1 Section used for this span 5.25x11 .875 Section used for this span 5.25x11.875 lb : Actual 1,142.05psi fv : Actual = 71.68 psi FB : Allowable 2,900.00psi Fv : Allowable . . 290.00 psi l' Load Combination +O+L Load Combination . Location-)f maximum on span = 9.226ft Location of maximum on span = 15.066ft . Span # where maximum occurs = Span #1 Span # where maximum occurs - = Span #1 Maximum Deflection Max Downward Transient Deflection 0.121 iri?Ratio = 1580-,. . Max Upward Transient Deflection 0.000 In-., Ratio = 0 <360 . Max Downward Total Deflection 0.432 i Ratio = 44 . . Max Upward Total Deflection 0.000 i61 Ratio = 0 <180 Overall Maximum Deflections Load Combination Span Max. °-' Dell Location In Span . Load Combination - Max. '-s-n Dell Location in Span +D+0.75OLr-i-0.750L+0.450W 1 0.4323 BuS 0.0000 0.000 Vertical Reactions Support . notation :Fat left is #1 _Values in KIPS Load Cornbina.Support1 —Support 2 Overall MAXilpuirl 3.010 3.887 Overall MlNimurr, 0.352 0.960 D Only , 2.027 2.306 +D .4 2.378 3.454 +D+Lr 2.987 3.266 . - . . 41 +D+S 2.027 2306 - .- - - Project Title: - . '- •. • • VF - Engineer: Proiect ID Project Descr 14288 DanIelson Street- suite 200 - - .. -' ----.- PowayCA92064 ____________ . ____ •-i. -.--I -.•..• ..-. ........-:.:- ..........- earn Fe=C\Usois\H0koi'I.S8.I ttI MW - EI'ERC1LCIN 19i3-2Oi 8Ilrb1 rl5c - - -. Description: 3rd bm12 - - . I__4 - - Th ._•• Vertical Reactions - - - Support notation; Far left is #1 - Values ri KIPS - - Load Combination Supoft 1 Support 2 +D+0.750Lr-0.7501- 3.010 3.887 ••-• - +D+0750L+0750S 2.290 3.167 +0+0.60W .. 2.027 . 2.306 ...,. .. - .. .. i . . - .. - •-. . - -- +D+070E 2027 2.306 +D-s-0.7501r-i-0.750L+0.450W - 3.010 - 3.887..... -i-D+0.750L+O:7508+0.450W 2.290 - 3.167 +040.750L+i):750S+0.5250E 2.290 3.167. - - - - +06004060W 1.216 1383 +0600+070E 1.216 1.383 .. . :- • - - - •..' 0 Only . 2.027 2.306 . .. - LrOnty 0.960 0.960 ' I LOnly 0.352 1.148 41 SOny WOnly- EOnly A H Only - - Project Title: - . - . - Engineer: .. ' Project ID: Project Descr 14288 Danielson Street . - Suite 200 Poway, CA924......__. .. ---- . .'Printed: NOV 2O1IO8pM W od Beam .' . - -' FU L tirA DsJp\AnLSB1EC8, . .. ... -. , . ... ., --- -.-4 - . E 1C!.CNC 193 15. ii 15.3 • Description: 2nd BM 2 CODE REFERENCES . ..... .. Load Combination Set: ASCE 7-10 . Material Properties . ----,- Analysis Method: Allowable Stress Design . ' ' Fb -Tension 2,400.0 psi E: Modulus ofE!isticitj" .. Load Combthation ASCE 7-10 Fb - Oompr 2,400.0 psi Ebend- xx 1,800.0 ksi' Fc - PrIl 1,650.0 psi Eminbend - xx 930.0ks1 Wood Speds : OF/OF FcPerp . 650.0 psi . Ebend-yy 1,600.0ksi Wood Grads :24F - V8 Fv 265.0 psi Eminbend - yy 830.0ksi - . Ft 1,100.0psi Dérity - 32.210pcf Beam Bracina : Beam is Fully Braced aaainst lateral-torsion bucklina AppIid Loads Service toads entered. Load Factors will be applied for calculations. - Load for Span Number 1 . ' •• Uniform L-Dad: D = 0.0160, Li = 0.020 ksf, Extent 0.0 —>> 12.0 ft Tributary Width = 5.50 ft (f) - Uniform Lad: 0 = 0.0160 ksf, Extent= 0.0 -->> 16.0ff, Tributary Width 8.50 ft Point Load: D=1.130, Li = 0.4.40, L = 0.090k @ 16.0 ft (bm 1) . •. Uniform Load: 0 = 0.0140, L = 0.040 ksf, Extent = 0.0 —>> 16.0 it Tributary Width = 5.50 ft Uniform Load: D=0.0160, Lr=0.020ksf, Extent= 16.0 —>> 21.75') ft. Tributary Width =3.Oft r - ..PL$tGMMABX.. . Maximum Banding Stress Ratio = O.2i.-1 Maximum Shear Stress Ratio = ' . 0.276': 1 Section used for this span 5.5x18 Section used for this Span . - 5.5x18 'fb:Actual = 1,193.80ps1 fv:Actual 72.66 psi FB : Allowable 2,277.80ps1 Fv : Allowable 265.00 psi Load Combination +D+L , Load Combination . . +D+L Location of maximum on span - 10.6791t Location of maximum on span = 0.000 ft Span # if maximum occurs = Span #1 Span # where maximum occurs = . Span #1 Maximum Deflection Max Downward Transient Deflection 0.207 in Ratio = 1276' Max Upward Transient Deflection 0.000 in Ratio = 0 <360 ' Max Downward Total Deflection 0.561 in Ratio = 470 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections Load Combinaon Span Max. -a Deft Location in Span Load Combination ' Max. °+' Defi Location in Span +0+0.750Lr+0.750L+0.450W 1 0.5610 10.920 0.0000 0.000 Vertical Reactions Support notion: Far left i#1•. ...,. values in KIPS.. ................. LoadCombinaon Supporti S6pport2 • . .',.,.._- OverailMAXirnurn 5.829 4.327 • i-..-- .— .. ..' Overall MlNimiihi 1.129 0.976 • D Only , 3.284 2.586 • - . - . +D+L 5.549 3.931 , Projectlifle: Engineer . ProiectID ( Protect Descr. 14288 Danielson Street Suite 200 V V V ,t V •V .' VV, V"VVV V., 3 V V V V PtIflt. 23 NOV 2015.' 1:Oa?M' VV tA,o , .. - .........................V' ,. - ,. -' ENRCALC INC 1983 oi BthId 1iq Ver6l5391 i Descnption: 2nd BM 2 V Verhcal Reactions Support noIaon Farleftisfl Vaiu in KIPS V . .V V__.V_VV__VVVVVVV__V:VflVV_VfllVSpVVVVVVV'WV?_V._._VVV_V____V__VVVVVV_V Load Combincon Support 1 Support 2 :,:VVVVVVVVSV:V 'V +0+Lr V 4.413 3.562 VVVVV_VV VVVVVVV +D+S - 3.284 2.586 +D+0.750Lr+D.750L,' V 5.829. 4.327' 'VI . 'V V ;.VVS.V' - i,:. - V • 'V +0+0 750L+0 750S 4.983 3.595 .- +0+0.60W 3.284 2.586.. V VVV' +D+0.70E V 3284 2.586 +0+0 75OLr+) 7501+0 450W 5.829 4.327 +D+O 750L+0 750S+0 450W 4.983 3.595 i.3+0750L+C750Si05250E V 4.983 '3V595 +0.600+0.60W . '1.970 1.552 *0600+0 70E + 1.970 1.552 DOniy 3284 2586 .. 4 Li Only 1.129 0.976 5. LOnly V - V , . *2.265 1.345 SOnly i * WOnly EOrily V V V VV V V• 1 .. VVV HOflIyV V VVV V V VV V VV. ,V 5V'V,V V I' • - V V V., V 4 V V I V ,r V V V V V,4 VfV\ 5V, 1 Vt V I' I I 5 VV5 V V5 VV VJ JV_ V VS'V 4 V , V V V V VV-1 V •V 5V V V • V VVS V - . - 5 V• V t V •V - -VPIV V V ' V $V• V VI V V5 V '' V V VV V V V V V VV .1 VV' - VV V V4 •V I . _' V . V V• V4 - ,V V V . 5 V V V V VV 5VV 'V V V V 'V VV V V VV,VV4$V 4 p •VV V V V V V VV VV• V V '1 ' VV -. ;V4 k V'VSV V S 4V54 V I V - V V V V V V V V . V - V S ' VV V V VVV V. V - ' •;I 4' 4 ".' VS V V V ••V• V VV V5V' :•IV V V V V V V VVVVV - V S V V V I V 'VVI •VI' .* 'V I 14288 Danielsan Street Suite 200 çy,CA 92064______________ [Wood Beam Description: 2nd BM-4 CODE REFERENCES Project Tide: . .5 Engineer: - . Project ID: Project Descr: - -. Rintm:-MMN2015, 1:09Pt -"-'•• -NO, E06 - - . ENERCL(' INC 1t183-2'l Bdd6153 t!'r6u39 PAC Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design - . - Eb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrlI 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevel Truss Joist - Fc - Perp 750.0 psi - Wood Grads : Parallani PSL2.OE Fv 290.0 psi, Ft 2,025.0 psi Density 32.210pcl beam bracing : beam is ruuiy uracea against lateral-torsion ouciciing D(0.136) , $ D(0.04) 140.05) . I p(.2e)Lr(q.85)L(0.2) D(19F1Le) L(o-35) + 14.0X11.875 - Span 20.5Oft . -S Applied Loads . 5..__.. . Serviceloads entered. Load Factors wIl ba applied for calculations. -- -..... _ Load for Span Number 1 Uniform Load: D=O.0140, LO.040 ksf, Extent 0.0—>>14.0ft, Tributary Width =5.50ft Uniform Lead: D=0.0160, Lr=0.020ksf, Extent 14.0—>>20.50ft, Tributary Width=2,50ft Uniform Load: D = 0.0160 ksf, Extent = 14.0-.>> 20.50 ft. T,ibutary Width = 8.50 It Point Load: D= 1.0, Lr=0.160, L=0.310k @ 14.0 ft (bm 1) . Point Load D=1.320, Lr=0.850, L=0.920k@9.50 ft, (3rdbm3) - .. . Point Load: D =0.260, Li 0.230, L = 0.220 k @ 9.50 ft, (3rd bm 6) . Point Load: D = 1.990, Lr= 1.0, L= 0.350k @ 14.0 II, (3rd bm 12) . .pESIGNMMY.—_... . Maximum Bending Stress Ratio = 04 I Maximum Shear Stress Ratio Section used for this span 14.0 X 11.875 Section used for this span 14.0 X 11.875 tb : Actual = 1,429.39ps1 . fv : Actual = 53.81 psi FB : Allowable = 2,900.00ps1 - Fv : Allowable 290.00 psi Load Combination +D-tt Load Combination +D+L . Location of maximum on span 9502111 Location of maximum on span = 19.527 ft Span # where maximum occurs Span #1 Span # where maximum occurs = Span # I Maximum Deflection . . . Max Dovnward Transient Deflection 0.308 in Ratio = 793 Max Upvrd Transient Deflection . 0.000 in Ratio = 0 <360 Max Dovnward Total Deflection 0.785 in Ratio = 313 . S Max Upvard Total Deflection 0.000 in Ratio = 0 <180 - * - ------ __.. :-- Overall Maximum Deflections-.. . -S . - Load Comblnatôn Span Max. -' Dell Location in Span Load Combination Max. +' Dell Location In Span +O+0.750Lr+0750L+0.450W 1 0.7847 10.549 - . 0.0000 0.000 Vertical Reactions Support notation Far left is #1 . . - . - Valuei In KIPS -. Load Combination Support I Support 2 - — Overall MAXhiium 5.573 6.803 Overall MINimum 0.999 1.566 - S j • .•.•:.. - . .. ' Project TiU . Project ID: :.- Engineer; - Project Descr . . ... Suite 200 - -. 14288 Danielson Street ' . '• ......:,.....-_.... - .:P&.i 2015. W; 23 - Poway,CA 92064 _________ .. - VI U ood Bea'' , -, - L * * - td USYflDeSKIChRLSB— E('Th -tRCW NCJ 983.20' 5 4 A 39 Vci 6 i I - 'Description :' 2nd BM4 ...... Vertical Reactions - i Support notation Far left ls#1 S . ••.' $ Values inKIPS - Load Combination Support 1 Support 2 - * -DOnty 2.687 4.105 * 5.536 6.136 . . 444J . . .. . . 3.686 5.671 . .. - +0+5 2.687 4.105 +D+0 750Lr-0 750L 5.573 6.803 +D+0.750L+0.750S . 4.824 5.628 ..- +0+060W t 2687 4.105 - +D+070E 2.687 4.105 4 ,•. • . •. • • +D+0.750Lr.0.750L+0.450W .. 5.573 6.803.r :- . . ...............r +O+0.750L+O;750S40.450W 4.824 5.628 '' .. . .. . ' +D+0.750Li0 :750S+0.5250E +0.60D+O.70E • • . 4.824 5.628 . _ . . . +0.60D+0.60W . 1.612 2.463. - . - . 1.612 2.463 O Only 2.687 4.105 . . • ,,. Lr Only '. . 0.999 ' 1.566 '. -.- ;. - . . . LO n1y . 2.849 2.031 . ' . .. . ' • - . SOnly -• - ' '. . ' -. WOnI • . .. , -. - • . • • EOnly. - . •. , , . ,.. -.... -- . 1-i Only . . .. •• • . -. 4 '-s ..- ' F? . '-. . . '' •-• . ., 'I . - . , •, .-- Ir , ... • , .'- -, F 'r i * I el - . - .-. : . •' , 14 4 :, Project hUe: Engineer: -. Project Descr: ProjectID: 14288 Danielson Street Suite 200 - .rC .. ... Prrte.±23N0V2015, 1:10PM Wood Beam -- . . _ Description: 2nd BMS CODE REFERENCES ... . . . - _ -- — .-.- Load Combination Set: ASCE 7-10 - - Material-Properties - .. .,.... .- . -. Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Md'duliTis fEIaticifr Load Combination ASCE 7-10 . Fb - Compr 2,900.0 psi . Ebend- xx - 2,000.0ksi Fe - Pill 2,900.0 psi Eminbend - xx 1,016.541cs1, Wood Spefês iLevel Truss Joist '. Fe - Perp 750.0 psi r' Wood Grade ; Parallam PSL 2.OE Fv 290.0 psI. Ft 2,025.0psi Density 32.210pcf Beam Bracing Beam Is Fully Braced against lateral-torsion buckling D(O.05) . 0(0.056)L(0.16) D(O.128) 0(0.59) L(1.68) 'V Ho ir - - . 7x11.875 - . . Span = 20.50 ft . •. •. . - Applied Loads - ... , Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 - Uniform Load: D = 0.0160 ksl, Extent = 0.0 -->> 8.0 ft, Tributary Width = 8.0 ft Uniform Load: D = 0.0140, L= 0.040 ksf, Extent = 0,0 -->> 18.0 It Tilbutary Width =4.oft UniforrnLad: D=0.0loksf, Extent= 0.0—>>18.0ft, Tnbu1arvWtdth=5.0ft Point Load: 0=0.590, L=1.680k@6.0ft,(bm3) _______ DESIGN SUMMARY, llier rMaxlmum Banding Stress Ratio = - t.1: 1- Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span tb : Actual = 1,74.3.04psi ' Iv: Actual FB : Allowable 2,900.00psi . Fv : Allowable Load Combnation . +D+L Load Combination of Location maximum on span = , 7.257ft Location of maximum on span Span It where maximum occurs :- Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection - 0.526 In Ratio = 467 Max Upjard Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.896 in Ratio = 274 Max Upward Total Deflection 0.000 in Ratio = 0 <180 2t)4: 1 7x11.875 85.40 psi 290.00 psi +D+L 0.000 ft j Span #1 -. -... - . . .-.... ....................-,,-,. ... .'______ ......',.. - .... Overall Maximum Deflections Load Combination* - Span Max. °-' Dell Location in Span Load Combination Max. + Deft Location in Span 1 0.8955 9.801 , . 0.0000 0.000 Vertical Reactions . Support notation : Far left is #1 Values in KIPS - Load Combinaon Support 1 Support 2-- Overall MAXiiurn - 5.116 2.966 Overall MlNinur, 1.387 0.726 . . D Only ' 2.312 1.210 . . +D+L 5.116 .2.986 +O+Lr - 2.312 1.210 . • .. '4. 1 - Project Tine En9ineer: .-'-'. ', -'ProjéctlD:', - Iroect Descr 4 .-. . --4 _4 • ' .444 I 14288 DanieIon Street Suite 200 Poway, Q2)64 - - - Pdsed 23 NOV 2015. 1 10PM r earn - -NN ENERCAL(, INC 1R83-2015 BuIi 61539 6153 VI --- - Desciiption:' 26dBM5 -- * - I' Vertical Reaàtions Support notation Far left is #1 ____.Values inKIPS ___' Load Combncticn Support 1 Sport 2' +D+S 2.312 1.210 +0#0.750LP0.7501- . 4.415 2.527. +D+0.750L-+0.750S - 4.415 2.527 i-D+060W 1 2.312 1.210 +D+0.70E - 2.312 1.210 +D+0.750Lr+0.750L+0.450W .4.415 2.527 '-44 ,.. •'. ..y-. . . '' +D+0 750L+0 750S+O 450W 4.415 2.527 I .+O+0.750L+0.750S+0.5250E. 4.415 2.527 +0.600+0.60W 1.387 .0.726 .. .- 4 - 4 -' ,. ._*__-.• +0.60D+0.70E 1.387 0.726 DOnly 2.312 1.210 LrOnly . ,, . L Only , 2.804 1.758 . . 4 44 . 4 If I SOnly 1 . . . -. , .' • -. - WOnly - '-' EOnly '' . . - .. •' ' I - "- , -4 .' 4, H Only . . .• 4 . :' . . -. - . 4 . ' . . • .' . -. . 4-.. 4 4. . . .4 - - . - t I -' ,.1_ 4 . 4, -, #.'__ 4 , 1• . 8 4. . .' •k 4+ i1 --4 ,8 ;- •, -. . 4 4 ' 4 • 4- 4 .........4 4 , - ., . -- '. 4 .r - , 4, • ,• 4 -- 4 4 p • . a , 4 ' - ' ' , . ,. _-, 4 4. ,.'• . .ç -.4- - 4 ,- 4 •"F'• & - •r . 4 - * 4 . '.4, ,. . 4. , 4- -4 8 - '• . • .. a p --• ' . • . ' - 44 4 '4 •. . - ' - - , ' / - ' . " - 4 .• * -. --- 4 . . 1 ,,,, I • , - , . ' 4- - 4 14 , 4 . 8 4 r •- . ..- 4 •,. - : ., . • * :. . - --4 .-. •. : ,- , 1.4 ' . - . ' • . 1 _4 •1 __-' -- 444 - - ProjectTle: Engineer: . Project ID:, Project Descr: 14288 Danielson Street . . Suite 200 Poway.. CA 9264 .. ,.. •... : Pdried; NOV 2015. 110PM Wood B ---.-, . . * Fie ~~'flser~,HTKDJ C6 00 earn . .. r - . . ENERCLL INC. 19-2n1&3uild6.1.3'/eGI5ag Jill i Description : 2nd BM 6 CODE REFERENCES Load Combination Set: ASCE 7-10 .. Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E Modulus of Elasticity Load CombaIion ASCE 7-10 . Fb - Compr 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Pl 2,900.0 psi Eminbend - xx 1,016.54ks1 Wood Species iLevel Truss Joist . - ,Fc - Perp Fv 750.0 psi 290.0 psi Wood Grado : Parallam PSL2.OE Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling Applied Loads .---.--..- ------------------- - ........- - Service loads entered. Load Factors will be applied for calculations. . Uniform Load: 0 = 0.010 ksf, Tributary Wtdth = 8.50 ft PointLoa': 0=3.590, Lr=1.170, L=2.950k@7.0ft(bm9) Point Load: 0 = 2.270, Lr= 0.960, L= 1.150k @ 7.0 ft. (bm 12) . . DESIGN SUMMARY ..................___-. .- [Maximum Banding Stress Ratio ,O.958 1 Maximum Shear Stress Ratio = O57 I -. Section used for this span 5.25x1 1.875 Section used for this span - 5.25x11.875 '- - lb : Actual 2,777.97psi Iv: Actual ' 155.65 psi . FB : Allowable = 2.90000 psi Fv: Allowable . 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.00911 Location of maximum on span = 10.535 ft Span #wnare maximum occurs = Span #1 Span # where rnaxlmumoccurs - = . Span #1 Maximum Deflection .. - Max Downward Transient Deflection- 0.145 in- Ratio = 954 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 . Max Downward Total Deflection 0.394 in Ratio = 349 ., Max Upward Total Deflection 0.000 in Ratio = 0 <180 - Overall Maximum Deflections . ,. -- ------------.----.-.- . ---- - - --- - Load Combinaon Span Max. '-' Defl Location in Span Load Combination Max. '+' JLocation in Span +D+0.750Lr+3.7501+0.450W 1 0.3943 6.128 0.0000 0.000 Vertical Reactions . - Support notation: Far left is #1 Values in lOPS - - Load mbinaron - Co Support 1 Support 2 -. - Overall MAXrum . 4.610 6.900 . .. - Overall MINirlum 0.833 1.297 . t D Only 2.782 4.056 +D+L. - - 4.386 6.551 3.615 5.352 . - .. . +D+S 2.782 4.056 +0+0.75011-r+0.7501. . 4.610 6.900 -.- - - - -- - ProjeotTifle: . . 'Engineer Proiect ID Project Descr 14288 Danielson Street Suite 200 Powy, CA 92064 - - • . -. - .. 4 . '. . Pdr: NOV 2OI5.tiO Wood Beam - - - - -- .- — Fila -( Ue s}fFK&cktopCAPLcB. 1,EC0J I c r L1 44 F Description: 2nd BM 6 * ., ----.---• Vertical Reactions -- — Support notation: Far left is#1 ValuesinKlPS 4 LoadCombination -. . Supportl Support2 . ' , +D+0.750L+0.750S 3.965 5.927 . - .. . - . . +0+0 60W 2782 4.056 - 3 +0+0 70E 2782 4.056 , +D+0.750Lr+0.750L+0.450W 4.610 . 6.900 . . . . ..., ... . . . +D+0 750L+0 7508+0 450W 3.985 5.927 +D+0.750L+0.750S+0.5250E . 3.985 5.9z7 • . . . . - . . . +0.60D-i-0.60W . . 1.669 . 2.433 +0 60D+0 70E 1.669 2.433 • DOrily 2.782 4.056 LrOnly, : . . - 0.833 1.297 . - ,- . . .- . - ... I Only t604 2496 $ Only WOnly EOnly l , H Only 4 . . *__ - . :- .- -.... - - . -, -- .. -4- •F -p ' 4- * c - -. -. - - . . - . . ••. *-. .' -- - t, - - . . . -,.- . - . 4. -, .. - . . • j;:: H Project Title: Engineer: ., Project ID: Project Descr: 14286 Danielson Street - Suite 200 - I Poway, CA 924,164 -• NO File = \'Jser'HTKioAF Wood Beam- - - -- - INC -201 Ic'S 159 115, 1:11PM 8-iEC5 uescripuon; ejiu owl CODE REFERENCES .__..•___1_.______ .. - Load Combination Set: ASCE 7-10 . . Material Properties . . Analysis Mchod: Allowable Stress Design - Tension 2,900.0 si E: Modulus of Elasticity Load Combin'ation ASCE 7-10 Fb . Cornpr 2,900.0 psi .Ebend- xx 2,000.0 ksl Fc-PtiL 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species iLevel Truss Joist Fc- Perp 750.0 psi Wood Grade Parallam PSL 2.0E Fv 290.0 psi . Ft 2,025.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling B Applied Loads - .. . . ._. .. Service loads entered. Load Factors will be applied for calculations. Uniform Load: D =0.0160. L = 0.040 ksf, Tributary Width 4.0 ft . Uniform L.oád: D 0.0160 ksf, Tributary Width = 8.50 It ' --- - Uniform Load: b =0.0160, Lr= 0.020 ksf, Tributary Width = 4.0fl (rocfl DESIGN SUMMARY ..-- _. _ Maximum Bending Stress Ratio G.h'3 I Maximum Shear Stress Ratio . =...0.132 : 1 Section used for this span 14.0 X 11.875 Section used for this span . , iio X 11.875 fb :Actual = 935:53 psi Iv : Actual - 38.40 psi FB: Allowable = 2,900.00psi Fv : Allowable . 290.00 psi Load Combination +D+L Load Combination . - +D+L Location.t maximum on span = 11.000ft Location of maximum on span 21,036 It Span # Wriere maximum occurs = Span# 1 Span # where maximum occurs. . = ._ Span #1 Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 1216 . Max Upard Transient Deflection 0.000 in Ratio = 0 <360 . Max Downward Total Deflection . 0.602 in Ratio 438 Max Up.ard Total Deflection 0.000 jr, Ratio... 0 <180 . . . Overall Maximum Deflections .. ..- . . Load CombInan. Span Max. '-' Defi - Location in Span Load Combination Max. '+° Defi . Location in Span +0-r-0.7501-r+O.7501-4.450W 1 0.6024 11.080 0.0000 • 0.000 Vertical Reactions Support notation Far left Is #1 _Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum . 4.884 4.884 .0 0. ................... - - . _ Overall MiNirur 0.880 0.880 D Only 2.904 2.904 4.664 4.664 3.784 3.784 - +0+S 2.904 2.904 +0i-0.750Lr+0.750L 4.884 4.884 , - 1%: . Project Title: Engineer:Proiect ID Project Descr.. * .*. 14288 Danielson Street Suite 200 - Powa _CA 92064 23 NOV 2015. 111 PM -Pnned Wood' Beam'.2..' 2 : airrr 7.1311~- De'srip1ion: 2ndBM9 VerUcal Reactions . . . Support notation: Far left Is #1 - Values In KIPS Load Combination Support Support2 +D+0.750L+0.750S 4.224 4.224 +D+0.60W 2.904 2.904 . . . .. . ' • +D+0.70E . . ... 2.904 2.904 .•.,• -. . +D+0.750Lr+0.750L+0.450W 14.884 - 4.884 . ..- Ir +D+0.750L+0;750S+0.450W 4.224 4.224--- - . • . --I +D+0.7501,#0.750S+0.5250E 4.224 4.224 .. +0.60D-+0.6GN 1.742 . 1.742 +0.60D+0,70E 1.742 1.742 DOnly 2.904 2.904 — Lr Only . - 0.880 0.880 LOnly . 1.760 1.760 S Only' • .. .. .. WOnly n EOnly HOnly ' 4 I -# - . - -•.-- • -. . . . I S • •• .' ••• - ''-: -. •_- .k\ -, .- -1. -- . ., .--- * _ . -. ..- -. . J• . _' -, :-- - 4:. .••• I .- . . •.- - •, I. I 1 C * : . - - . : 1- - * . - -, b .V - - -.• . - - - -. - - - - - __••• 1 . --•, . .--- — * ,1 - . -, - - -* -1-. - - . - •I - * .4 - :- ( or. - :4d . -' •1' t . .... - ... .. H : I ( .. . . . . ... .* fi;--i - )7 ?JGj 13/i, r :, Lj Ii,- - - - - - ---------- - . - ..• ----: * . f .4 i_ '•t••__** 49 . : - .• - .. . .. '( _•..- - - -. - - - - - - - •- .* •-*r4 -'• :-- -: - - *.i j TT --------- * 4 - -• * * - -- -, . • .. -. _ . ..._ -, -. .. ._ -. .. .._......... -*.--- .-----—.---- . -- ___7 i00i') __. CE-) ... I I - L.i. j... . _ LL i)V (zVt1)' L /4 Li üm i('iLc ic,j 1: 4) c(it,) 3.Ii 4)+j Ii WD (z,t- Z33)/,14: )' ./D) _.....a_ L.L. T_TZc 5& 'TJ E1TT 1 om S933 fl4- g M)(o) (ff S(I 6) 4.)) 4 jI)(M)53 .---- k corfade.. M Vc54N p ______ S 10 - _L:J 1Lc) . - L. I • I cI(7Th - Z'lo k : ro 56o)-?tP4)(5'/z) JOk - j_vAflLoE.S4 I L' t . • - L z' LLL z3 On J31tw4 ID * - - I orY' 3 k ce isl) +' ))(/) I I .t±i±T:ii.. - L - l- & .. •. '- -PROJECT: Cer1soadLagoon .- -:- PAGE: 3rd Une10i or j •- 7Atjrp% -9 Afr CLIENT: -. ' DESIGN BY: TB 4... . -r; JOB NO.: -'--- DATE REVIEW l/2i1 REVIEW BY: •,..-'-'2" i - Vriio -- • INPUT DATA LATERAL FORCE N DIAPHRAGM (SERVICE LOADS) Vdi.. SEISIOC = pIf.ford - ft L = 89 plf,for seismic SMF DIMENSIONS: L1 f.7 2; 'ft. L }'l= 0. -ft. H2 SE ft H5 = KING STUD SECTION 1 SPECIES (1 = DEL, 2 = SP) pos, b. i,, ri • h " 4 - - in DOUGLAS FIR-LARCH - - GRADE(1,2,3,4.5.or8)' 4 No.2 EDGE STUD SECTION 1,- pcs,b ., 2 in, h = '4 in SPECIES (1 = DEL, 2 = SP) I DOUdLAS FIR-LARCH - GRADE (1,2,3,4,5.or6) PANEL CRAGS (Oil) = 1 - 4 No. 21 <= Sheathing and Single-Floor . .5. MINIMUM NOMINAL PANEL THICKNESS •: - in .5 5_ J • S..- S . COMMONNAILSIZE(0=8d.1=8d,2=lOd) .2,- lod -. THE SHEAR WALL DESIGN ISAOEQUATE.. I SPECIFIC GRAVITY OF FRAMING MEMBERS 4t5 - - • . . - STORY OPTION( 11 round level, 2=uppelevel) "2 . upperlevelsheerwali .'• 4 . S , DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 1OdCOMMCMNAILS 55 - @6nO.C. BOUNDARY & ALL E0GESI12inO.C.FIELD, - . . ,-'" - .5 •:l. -- . - SILL PLATE ATTACHMENT 16dATBO.C... . i • - •' . 4 - - S - ' 4 HOLD-DOWN FORCES: TL = 0.82' k ,. - 1' = 0.82 k (USE C816 SIMPSON HOLD-DOWN) .. - MAX STRAP FORCE: F = 0.29 k (USE SIMPSON C522 OVER WALL SHEATHING WITH FLAT BLOCKING).- ' - 4 KING STUD: 1 - 2 x 4" DOUGLAS FIR-LARCH No.2. CONTINUOUS FULL HEIGHT. . - - EDGE STUD: 1 -2's 4" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT. - - . SHEAR WALL DEFLECTION: 6 0.17 .In ' -• - - * . ' . - . .. .4. V It Li+05L2 ir - Li L2 L3 t TL T5 - . ASSUME INFLECTION POINT AT MIDDLE OF WINDOW - '• 4.4 - .• •4, *. • .. - ..5=., Li - L2/2 , ' L2/2 L3 .. - •_- 5- .- " . . El - .t .1 . F2 -It F2 - . . F3 - - ,-• - . E L 2 F4 F4 ~F5~ F6 F7 ~7 _F8 . . . FE F10 . . Eli . F12-' - 4 F5 F13 'F14 F& FS - - L __ '.:" L •j '':4 -- , '-'1' F'5 l •. - - S FO ' F15 FiB F17' .' FIB F5 -. - FIE _ F20 41Z - . . ir 2 11 J Q F21 1l 2 F22 F23 , F23 F24 ERFE—ROCY INDMDUAL PANELS OF WALL •,,TR - • - 7' / : -mm -. 7- I t Panel Grade Common Nail Min. PictratioThicknma m) Mi on) Blocked Nail Spacing Boundwy & .1.11 Edges 6 4 3 2 Sheathing and Single-Floor lod 15/8 15132 310 1 480 600 770 Vd. (pit) Wall Seisaf c at mid-story (lbs) Overturning Monents (ft-lbs) Resisting Moments (ft-ths) Safety Factors Net Uplift Jibs) Motddmm SIMPSON SEISMIC 89 190 11436 Left 0 0.9 TLr 81J NO 0 0.9 T5 = 817 - WIND 0 0 •Left Q -213 TL= 0 Right 0 213 Ip = 0 f .. I C .,'.PROJECT: V. ___ _. .V Carlsbad Lagoon V - ,• ,•- PAGE: ird Line, 5 T14I CLIENT DESIGN BY TB JOB NO.: ••.. .. DATE: iiiznci REVIEW BY .--J Vdo INPUT DATA LATERAL FORCE ON DIAPHRAGM: VWIN3 Ill ,for wind (SERVE LOADS) Vd., SEISMIC = '103, pIffarseimic STRAF - : DIMENSIONS: L1 = 3-' if, 1.2 = 3.. '-ft. L2'= 11'ft H1 = H2 = -5f. H3 =1 ft KING STLDSECTION '1 . pcs.b: ' Ir h in .- -, SPECIES (I = DFL, 2 SP) , DOUGLAS FIR-LARCH GRADE (1,2,3,45,or6) No.2 EDGE STUD SECTION 1' pcs.b = .2".'Th, h ----------- . - SPECIES (1 = DAL, 2 SP) I DOUGLAS FIR-LARCH GRADE (1,2,3,4,5, 0r6) No.2 . = PANEL GRADE (0011) - 11 -Sheathing and Sin9Ie-Floot I MINIMUM NOMINAL PANEL THICKNESS '': In - - V - COMMON NAIL SIZE (06d, 18d, 210d) Sd - THE SHEAR WALL DESIGN IS ADEQUATE. - SPECIFIC GRAVITY OF FRAMING MEMBERS --. 03. - STORY OPTION ( 1=ground level. 2-upper level) 7 upper level shear well - 4 - • !,-. - - , V DESIGN SUMMARY -. BLOCKED 3/8 SHEATHING WITH Sd COMMON NAILS' • ,,• . 'V ". 4 1 64inO.C. BOUNDARY & ALL EDGES /121n0.C. FIELD, ' I - SILL PLATE ATTACHMENT I6dAT4'O.C. '- - - V - 'I . . - • V - - . V - VV,..:• - . ' . - .. - ..=-" - - - -, - HOID-DOWNFORCES: T •093 k , , T 0.90 k (USECSI6 SIMPSON HOLD-DOWN)' MAX STRAP FORCE: - F = 0.69 k (USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING) - 1 KING STUD: 1-2'x4' DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT. . EDGE STUD: 1 -7' x 4' DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT. * ,•• - - SHEAR WALL DEFLECTION: - - 0.18 • in V - • I - j.',' - - V r - ,. V - - . - -i) - . • - - _: - V v 0,5 1.2 V - ASSUME INF TL TR I LECTION POINT AT MIDDE OF WINDOW1 V L LI F1 J F2- L , j - EL kJ 2 rr4 3 V - V F'9 PlO , - . '. - Fl * P12 F5 FIB F13 - - .. . • r P14 - - - -: FS V - V - • P15 P16 , ' P17 P18 2 TL FREE_—BODY INDIVIDUAL PANELS OF WALL ' • ,. T , . V - - - a - ir - I - V •_ - at - - 4 1 - .-- .--. a - '- - - i - i_k '• • Panel Grade - Common Neil Mm. Pan ocThjckaess (m) Min. (in) • Blcdced Nail Spacing Boundary & All Edges 6 4 3 f 2 Sheathing and Single-Floor 8d 1112 3/8 220 1 320 410 I 530 Va.I Watt Seismic at mid-story (ibs) Oeibiming Momenta (ft-lisa) I Resisting 4 I Moments (ft-lbs) Safety I Factors - Net Uplift (lisa) I Hcionn I I SIMPSON I SEISMIC 106 I 256 • 18032 Left I 0 - I I 0.9 I TL a I 902 I I Ib I . I Right 1 - 0 I 0.9 TR- I 902 WIND j 0 • Left I 0 I 213 TL a I .-- Right I o 213 T5 = 0 / %we.."fewnscal Exp'lorco't'e6 'on,-'I.'n'c..,'--" SOIL AND FOUNDATION ENGINEERING ® GROUNDWATER ENGINEERING GEOLOGY. -- 27 January 2016 Mr. Kevin Dunn Jiob No 14-10623 Rincon Real Estate Group, Inc ,. . 3005S. El Camino Real San Clemerite, CA 92672 I Subject Foundation Plan Reviews $ Rincon Residential Project , 165, 171 and 175 Chinquapin Avenue 'Carlsbad, California •. -, k". ; 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, Carls bad, 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.1B, SO.2, SO.3, Si, S.2, SD1.0-SD3.0, and SD2,1 as well as plans by Simpson Structural Tie Company (SSW1- SSW4, SSW1.1, SWS63 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' Geotèchnical Investigation," dated October28, 2014. A copy of that report -and this,letter should be provided to pertinent contractors involved with soil, slab and foundation construction. Any soil compaction should be as required by the City.of.Carlsbad. . ., "... . . . If you have any questions regarding this letter,'please contact our office. 'Reference to our Jiob No. 14-10623 will help expedite a response to your inquiry. Respectfully submitted, I , GEOTECHNICAL EXPLORATION, INC. Senior Geotechñical Engineer NO. 009W7. rn cc Shackelton Design Group p9/30' j HTK Structural Engineers, LLP 7420 TRADE STREET® SAN DIEGO, CA. 92121 0 (858) 549-7222 0 FAX: (858) 549-1604 0 EMAIL: eotech@'gel-sd.corn . * 9. 'I - •- . : . ;.. • 5 , 5.... t '11 .4 4 •5•_ S 'S .• 49 'I ••. . S 4 • - 9. •- -. .' -I ,'• - - - S - • - . 1• F, - 5- - , . 5_ ..- S , S * 5' S. -• .,4'.' -_ . .. , * , '- , S REPORT OF PRELIMINARYGEOTECHNICAL. •Y • 5,,.. S - INVESTIGATION - .• Rincon Residential Proje •. 165-175 Chinquapin Avenue . , . Carlsbd, California -. • - St £ • • I . '5* . S • 4 5, .1 • II •F - - . 4. - . - . 55 •,, * * 1 •S ' . . 'S , ' , S. 1. '' - JOB NO. 14-10623 -/,.- •'5 . 28 October 2014 , . - 'S'5_I•'4.'e - '- RECEVED . •,: - DEC-30'205 S S CITY OF CARLSBAD ..-. • ., BUILDING DIVISION . , 5 Prepared fór: ' •' . . , , , Mr. Kevin Dunn . .- - •. ' -. ... *_". Rincon Real Estate Group, • Inc..- .• •_. -'. 5 5* •I •'5*5I S -. , . _ - 5- ••.*- 5 . 5 .- - S. - • . T ' - .. I ' . - .. - • - '4 . . - - •- - . . - • - . 4PL . . 5 - '5 • - . '- 9. -4 5,. 9 -- ,.. .1 - _5. 5_._• p . - 5 F . -p -'-•. S ,, • - . . -5 .1 - 5 F .- 5• AN S. S. F - - - t 4 (17'b'eotethh'ical cipol'ord, floirl- Inc. SOILAND FOUNDATION ENGINEERING :* GROUNDWATERol-ENGINEERING GEOLOGY t.-•. 28 October 2014' 4- I S 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 PreIuminry Geotechnical Investigation - Rincon Residential Project 165-175 Chinquapin Avenue . Carlsbad, California -. - • 4 - -. a. . - - Dear Mr. Dunn: - 4.c. - . '-'- 4 4- •1 . . .. 4. 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 opinioh, if the conclusions and recommendations presented in this report are aithplemented during site prepaation,- the site will be suited •for the proposed residential project consisting of three, two-story residential structures with attached garages and associated improvements L 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 30b No. 14-10623 will expedite a response to your inquiries: .4 Respectfully submitted, -. -- - .4 4 - ,a • _•, - - - 4 .4 .-. 'I . I •• 1. $ 4' 1... 2 -I -S GEOTECHNICAL EXPLORATION, INC + laimtr7C Cerros, P E Le Reed, President .R.C.E.. 34422/G.E. 2007 •-C.E.G. 999/P.G33914 Senior Geotechnical Engineer, '. A .4 - - •. - •••• - 4% • 4.., ' 1 .4 4 - •.? ,•- 4.- I 4 1 4 $4 44 •4 t 1 - - - I - 1 - 7420 TRADE STREETOSAN DIEGO, CA. 92121,(W (858) 549-7222-C. FAX: (858) 549-1604 0 EMAIL: geotech@gekd.com -• I. - -. .4 •••.1_ - :. - 4- 4 -4 -. .. •:- - - .4- . -4- 44 1 • .4 4- .4 - .4 . •.4 1 •. . 4 -4 4 4 . • - '.-. • .•• .4 .4 , ,4 4 . 4 I - a- V •• V TABLE OF CONTENTS - p • V V - * t V. .1 V V - V V •'V* V* PAGE V I PROJECT SUMMARY 1 II SCOPE OF WORK 1 - V ' III. SUMMARY OF GEOTECHNICAL AND GEOLOGIC FINDINGS ' 2 V V V - - V -- ..• IV SITE DESCRIPTION 3 -, V' FIELD INVESTIGATION • V V • _• •_ ••V * VI LABORATORY TESTS AND SOIL INFORMATION ' 4 VII 'SOIL GENERAL GEOLOGIC DESCRIPTION ,& 6 V V VIII. - GEOLOGIC HAZARDS ' ,. , ' ..". '. 8- ,' 'V V •, '. .- •-•-.;4; IX GROUNDWATER :16 X. RECOMMENDATIONS -. - ' • V g 1746 XI.GRADING NOTES 37 XII LIMITATIONS , 37 V - .' • V - . • • pV -' FIGURES , . I Vicinity Map I II Site Plan , IIIa-e. Exploratory Handpit Logs 'V Laboratory Soil Test Results V -. V • •• - V Geology Map and Legend VI. Retaining Wall Drainage Schematic r, -. ' • V - V APPENDICES V • V . -, A Unified Soil Classification System V B.', Seismic Data - EQ Fault Table C Modified Mercalli Index 'I D. V. -. V V V Spectral Acceleration (SA) vs. Period (T), • • ,' V - .. - *V V • V -, - ' ' , ' •• V •, • V V. * p . 'V V - V r , pin REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Rrncon Residential Project 165-175 Chinquapin Avenue Carlsbad, California 1.4 - JOB NO. 7 14-40623 H The following report presents the findings1and recommendations of Geotechnical Exploration, Inc forthesubjectproject I. PROJECT SUMMARY 4 k 4 •1 4 --. - It is our understanding, based on conversations with the property owner, Mr. Kevin Dunn of Rincon Real Estate Group and réiiew of a conceptual site plan prepared by Shackelton Design Group, that the existing residential'-,triple 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 - I 4 F Final construction plans for development h'avè1 not been provided tà us duing the preparation of this report, however, when completed they should be made available for our review 1, •-, . ,.- - t. . '-4 - . • • - ,_ . a. -, •4 -- IL SCOPE OF WORK (- - a • . . I I- 4- The-scope of -work performed for this investigation' included a review of a'ailablé •- published information pertaining to the site geology, a site geologic reconnaissance and subsurface exploration program, laboratory testing, geotechnical engineering analysis of the research, field and laboratory data, and the preparation of this - . .- - - . .• 4; report The data obtained and the analyses performed were for the puroseof - I 1 i - - . . r - S • S.. 5-. if t 5$ S . * •- 5-. 1' *5 c • • *4 - ,., *5; *5,5•5* ••%** . I. 'I , 5" _' - • ... Rincon Residential Project. .'- - " '--* 3ob 5 No. 14-10623 .5 Carlsbad, California Page 2 4 * t t providing geotechnical design and construction criteria and recommendations for the project earthwork, building foundations, and slab on-grade floors H : IlL . SUMMARY OF GEOTEcHNIC,4L & GEOLOGIC FINDINGS-. ':' t t - 'z •* - '.1 . $ . • ,' r - Our subsurface geotechnical investigation revealed that the Jot is underlain at relatively shallow depth by medium dense, silty sand of the Quaternary-age Old .•. -i... •- - 'A . .-__if.•. . t Parali Deposits (QO67) overlain by approximately 1 to 2 feet of, variable density - if, . S if - ..*•.& fill/topsoils and if weathered terrace materials. In their present .condition, the S . •' . S surficial soils (fill/topsoils and weathered natural soils) will not provide a stable base for the proposed residences and associated improvenients 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 irn'rbvements The .formàtiona! .terrace -- •. c. materials have good bearing strength,'characteristics, are of low expansion potential, and are suitable for support of the proposed recompacted fill soil and S S .• - -.- - 5.- - - r-'5 tructural loads.- * In our opinion, the site is suited for the proposed residential constru'ction provided recommendations are implemented dLring 'site development. No geolbgic 5' hazards.exist on or near the site that would prohibit the "construction', the new -- S S residential improvements. Conventional construction techniques and materials can be utilized Detailed construction plars have not been provided to us for the - preparation of this report, however, when completed they should be made available..: ' -1 for our review for' new or modified recommendations. S - ' - r * - . - -4' . S , - - • • , - -. •if. . S - , , 45 S , ' - . • - S - • , 45 _•,5 ..S -. ' - - if, •' - :, ' - ' - _ a. - if if' * - S , ' S • • - - - * . • - I - . - * S I • - - if S, , ' S - - *5 HI HI HI Rincon Residential Project -' ' Job No 14-10623 Carlsbad, California . Page 3 4- • . . - ' ', . 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 to Recorded Map 1803, in the City of Carlsbad, .4. - County of San Diego, State of CaUfornia .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 - - . - 4 . 4 .. - .- . *•_ 4 4 considered to face north:.-,.- :- •- . -- .4, - 1. 4 1. •e- •.. 4 p 4 "'• The square-shaped site, consisting ofpproximately 9,900 square feet, is located at '4 '165-175 Chinquapin Avenue., The property consists of, a 'relatilylevel' building 4 pad at an approximate elevation of 58td 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. . -' •'' - - 4 . - • 4 . 4 The property is bordered on the north by Chinquapin Avenue; on the sdüth 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 H) - I . -. - .- . , - , - - .4 - . . 4 * 'Existing structures include a single-story, residential;. triplex structure with asphalt - - driveways, concrete walkways and 'patio areas, short masonry, retaining waHsto '- accommodate the gently-sloping lot, and associated improvements... Vegetatkn i' • consists primarily of ornamental landscaping including mature trees, decoFative shrubbery and some lawn grass I 4e 44 - - 74 Rincon Residential Project Job No 14-10623 Carlsbad, California - Page 4 V. FIELD INVESTIGATION "I 4 A Exploratory Excavations '4 Five exploratory excavations were placed on thesite in7 3 areas nea 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' hand pits were excavated to depths ranging to 3½ efeet in order to obtain representative soil samples and to define asoil profile across the lot - - ':y' a4 ,. .'.- 4 - The soils encountered in the exploratory handpits were obsrved 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., Thè.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 nd their ability to suppoui: te proposed + residential structures and improvements Test results are presented on Figure Nos III and IV The following tests were conducted on the sampled soils '1 ..- 4. 4- - • 4--;. - --4 -. :-.. •---' - - I . - - 1' _•4 , . -4 4 I I '4 - •, '- ',•. -• , - -4- - • - . - - -- - -- 1' CA" * . I •- -_t 4 •--, - 4- ,_ 4. 4 L : -t & Rincon Residential Project Job No 1410623 I Carlsbad, California . . . - - Page 5 . I - . : . -- -• .-- - -H- .. - I 1 1. Moisture Content (ASTM D2216-10) 2 Standard Test Method for Bulk Specific Gravity and Density. of I .'Compacted Bituminous MixturesT using Coated, Samples (ASTM D1188-07 Laboratory Compaction Characteristics (ASTM D1557-09) -. - Determination of Percentage 'of Particles Smaller than #200 Sieve. (ASTM D,1140-06) I Moisture content measurements were 4performed toetablish the in situ moisture of I samples retrieved from the exploratory, excavations Moisture content and density, measurements were performed by ASTM methods 02216 and D1188, obtaining the, I 'soil unit weight and moisture content 'by'using the bulk .specific gravity utilizing paraffin-coated specimens These den4sity tests, help to establish the in situ I moisture and density of samples retrieved from the exploratory excavations 'Laboratory compaction values (ASTM D1557) establish the Optimum Moisture ontent and the laboratory Maximum Dry Density of the tested soils The between the moisture and density of remolded soil samples ives I relationship qualitative information regarding existing fill conditions and soil compaction conditions to be anticipated during any future grading operation I .4,. . . - ,. 4 - , - . -;•. - . - ' The passing -200 sieve size analysis (ASTM D1140) aids In' classification of the 4. ." I tested soils based on their fine material content and provides qualitative information related to engineering characteristics such as expansion potential, I permeability, and shear strength All I 4 • .. - . . •4 4.. - I The expansion potential of soils is determined, when necessary, utilizing the • - Standard Test Method for Expansion Index. of Soils (ASTM D4829) In accordance with the Standard (Table 5 3), potentially expansive soils are classified as follows • EN, Am 4 -' - -4 ______ . - L - - ; t' , _-4# . - ." •' . V. . -- I - - - I -' - Rincon Residential Project Job No 14-10623 Carlsbad, California Page 6 V •V -V -. •V - t .'. - EXPANSION INDEX POTENTIAL EXPANSION V - 0 to 20 Very low 21to50 51 to 90 V .Medium V V - 91 to 130 -. High V Above 130 -.. Very high --V V • V VI V 1- V V V - - '-.' V •- 'V.' A 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 soil 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 v • 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 toadbearing 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 - .V • - • V 4V V V - VII. SOIL AND GENERAL GEOLOGIC DESCRIPTION V 4 - - • • V * -. - >•• - A - StratigraDhy V V - •V • •VV - - V V V VV - 4 V - V •'• •_ 1 V _ • I - 4 Our investigation and review of pertinent geologic maps and reports indicate that formàtional terrace silty sands identified as Quaternary-age Old Paralic Deposits' V (Q0136-7) underlie the entire site The encountered soil profile includes surficial fill - soils/topsoils overlying the formational terrace soils EMI& fib - * I • ,• i. -, - VV - • 4 - • - V V - 4 1 V V • • V I 4 V V - - V * V 4V V VV4 V V V •V_ 1 IV I 4 -V V V • . -. V -- VT V VV• V VVV r Rincon Residential Project '- Job No 14-10623 Carlsbad, California Page 7 -. _4 •V •, •••• ••- ' •:' Fill Soils/Topsoils (Oaf) The site is over-lain by approximately ,1 to .2 feet of surficial - fill soils encountered at all explorator' excavatióh 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 Jeet. The fill soils are generally loose, dry, and of,very low - expansion potential These fill soils are not suitable in their curent condition for. support of loads from structures or additional fill Refer to Figure Nos IIIand IV for details. V I - •. .4- . VVVãV • V - •• I L Old Paralic Deposits (Oop j)_ The encountered Old Paralic Deposits formational m : d- • ••• terrace materials consist of generally edium dense, light re and tan-brown, V silty, fine- to medium-grained sand The 'upper 1 foot of the formational soils are in a weathered condition. These formational terrace soils were èncounterèd-.a V shallow depths below the fill and topsoils at all excavation locations The formatioal 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 V V • V I - * - 1 V - V%• •, •. V V V V V .V • V. V - - 1•' - •* V • V 'Quaternary-age Old Paralic Deposits uhdèrlie the -entire site at shallow :depth arid 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 V and Tan, 2008; Figure No. V). Although not encountered,,in our shallow •: excavations, the Santiago Formation strikes approximately east-west and dips 8 to - • V - V • V • 10 degrees to the north-northeast as depicted on the geologic map No faults are I 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 V V . - • - ,. • L 4- 4 •4VV - V. V V •• . . V • • V • ( 4. '- - 4* - I 4V•4V r •• . • ;_._ - •, Rincon Residential Project 4f ' Job No 14:10623 Carlsbad, California Page 8 ., •: . • ••• - --:.: ••• -ç.: • •./ VIII. GEOLOGIC HAZARDS' - •:. - . . .. The following is a discussion of the geologic conditions and hazards com mon to the Carlsbad area, as well as project-specific geologic information relating to development of the subject property 4.. .-- .• -'- .-.. -'. - - •- r'.. - - - - a * .• --.••. ..* .-, -r - lts A. Local and RegionalFau ir ..-- -. - - ..r-. •- . -, •* - • . — 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. - ' : -: . L : Rose Canyon Fault The Rose Canyon Fault Zone (Mount Soledàd 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 nQsighificant 'recent earthquakes are known to have Occurred on the fault • — ' - . • : I1..•. -, - _.. Investigative work on faults that are part of the Rose Canyo'n' Fault Zone at they 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 - • .4 r San 'Diego, has encountered offsets in Hôlocene (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. •' - - • ' '-. .-.. -•- .. - - ' - . . • .-•I *•.• -• .•.•-* ....... - ' - ., •. ML ARM a] liner t -- ' - . ••••. . - .• i -• - -* I We, * -• :- . -, - - •- • - : -• I • - - •! -a'' - - -. - I *. •t; -• I I .. . . Rincon Residential Project ,.Job No 14-10623 I Carlsbad, California . Pag. e9 Fault-Rupture Hazard Zones in California, California 'Geological. Survey' Special Publication42).. . :. , ••• ,' J6 a report compiled by Rockwell et al (2012) for Southern California Edison, it is 1 * 1 suggested that the recurrence interval for earthquakes on the RCFZ is in the range * of 400 to 500 years, with the most recent earthuake (MRE) nearly 500 years ago. - . - U 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 1 mm/year. I Newport-Inglewood Fault The offshore portion of the woo Fault tA Zone is located approximately 5 3 miles west and northwest of the -,site., A I 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 1 slip_rate of approximately 0 6-mm/yr with an unknown recurrence interval This fault is believed capable of producing an earthquake of M6:0to M7:(SCEC, 2004). I ... .-. 1 ( - I Coronado Bank Fault The Coronado Bank Fault is located approximaely, 26 .6 I . 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'ear-thquake 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 I fauftzone, it is siniflcantly less active seismically than the Elsinore Fault (Hileman, • ••• 1973) It is postulated that the Coronado Bank Fault is capable of generating a I M7.6 earthquake and is of great interest due to its close proxiniity't the' greater San Diego metropolitan area : I - - - - I - * 4: - 4 • 44 • -. '- - - -i" - -, -. -- - f-. Rjncoñ Residential Project - Job No 14-10623 Carlsbad, California Page, 10, - - r - - - .• . • . . - -' --: -- .'- . 4 - - - . • . • • .- 4 4- Elsinore Fault: The Elsinore Fault is located approximately 24.8-to 58.2- mil es, east, . and northeast of the site. The fault extends. approximately 200 .'km (125 miles)- ' - . . 4 4..-•' ' 4- r 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 discontinuous and en echelon faults extending through porti&ns 40f Orange, Riverside, San Diego, and Imperial, Counties: Individual faults.within:th Elsinore" . .1 - • 4. ,.- - - Fault Zone range from less than 1 mi1eto16 miles' in length. --The trend, length and :;- .4 .••'--, . •. 4-, 4. geomorphic expression of the Elsinore Fault Zone identify it as being a part of the I •4..A highly active San Andreas Fault system ---4 4 -4 - -- - . . %1*. ' . .... . . - •, '- . Like the other faults in the San Andreas system, the Elsinore Fáult.'is a transverse- - fault showing predominantly right-lateral movement According to Hart, et ai-' ' (1979), this movement averages less than 1 centimeter per year Along' most of its " 1ength',,the Elsinore Fault'.Zone is marked by ä boij thpographic expression- .;'4-' •, j 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 ctive , Although the Elsihore Fault Zone belongs to the San -Andreas set 'of.- active;. ' 4 northwest-trending, right-slip faults in ,the southern California area(CrbwelI, 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, j 1982) However, based on length and ievidence of late-Pleistocene or Holocene displacement, Greensfelder (1974) has estimated that the. Elsinore Fault Zone jS reasonably capable of generating an earthquake with a magnitude as large as r M7-.5. Study and ioggirg 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 Làk' 'Elsinore), suggest a maximum earthquake recurrence interval of 300 years, and' - I to -•-- 4 a p 44 1 4 *4 ' _"4 - ' 4. -- I ,• ,t - - _ - - -. ..-.*--•-. 4 - .4 . • 4 - - ,- 4 -. -' . 4 . - - • -- ..-.. --- -.- .4' -, -• '•- . I - I '_'•- h--.. . .-.. - C -. '-'• -.- ,.- - — - I Rincon Residential Project JobNo 1440623 Carlsbad,, California . - Page ii; U k 4 I when combined with previous estimates of the long-'term horizontal slip-ratébf 0.8 - - to 7.0 mm/year, suggest typical earthquake magnitudes of M6.0 to M7.0 (RockWell, 1 1985) More recently, the California Geologic Survey (2002) considers the Elsinore Fault capable of producing an earthquake of M68 to M7.1. 4- - San Jacinto Fault: The San Jacinto Fault is located appr6x1mäte1y 47.3 to. 60.4 . I miles to the northeast of the site The San Jacinto Fault Zone consists of a series of closely spaced fáults, including the Coyote Creek Fault, that, form the western I margin of the San Jacinto Mountains The fault zone extends from its junction with the San Andreas Fault in San Bernardino, southeastérly.towardthe .Brawley area, ' I .where it continues south of the international border'as the Imperial Trnsform Fault (Earth Consultants International, 2009) I 4The San Jacinto Fault zone has -a high level of historicaL seismic activity, with at 1 : least lodamaging earthquakes (M6.0 to M7.0) having occurred on this fault ione -'-- - between. 1890 and 1986. Earthquakes.on the San Jacinto Fault in 1899 and 1918 I caused fatalities in the Riverside County - area. Offset across this fault - is I - • ,,.- c . - - predominantly right-lateral, similar to the San Andreas Fault, although some - - - I -- investigators have suggested that dip-slip motion contributes up• to 10%-of the net slip (Ed, 2009) - --. -- ' •,;• .+ '- ,- - I 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 I - - - mrn/yr for the northern segments of the -fault, and slip rates of 4 ±2rnrn/yr for the - -. - • - southern segments. For large ground-rupturing earthquakes on--the San -Jacinto •' - fault, various investigators have suggested a recurrence interval of 150 to 300 i. Nt I - I J a 4- - - - - - -----: '4. * t • 4 -_ 4 0 Rincon Residential Project Job No 14-10623 Carlsbad, California I ,. Page 12 I .- .. .-,. I years The Working Group on California Earthquake Probabilitiesr (WGCEP, 2008) has estimated that there is a 31 percent probability that an earthquake of M6.7 or greater will occur within 30 years on this fault.: Maximum, credible earthquakes of - .. _4 ... 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) iA 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, andother 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 ithe San :- Jacinto fault, near this location, the M6.5 1968 Borrego Mountain earthquake April 8, 1968, occurred about 25 miles southeast of the July 7, 2010,.M5.4 earthquake -. .. . . - ''• :1'' - 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, .: the same area on June 12th at 8:08pm (Pacific Time). .Thus this section of the San Jacinto fault remains active. 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 international border into San Bernardino and Riverside,- a major - -. * metropolitan area often called the Inland Empire. The Elsinore fault is more than 110 miles long, and extends into the Orange County and -• - Los Angeles area as the WhittieHault. 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 , 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 - H 4 - . . . -- 0 . • •, -: - r Rincon Residential Project " Job No 14-10623 r Carlsbad, California ..Page 13 4 -4 .5 - .. - - 5 . •V -. - S •'-• .. ' remains at an elevated level.' The fault Is known as thé' most active earthquake fault in4soUthern California. Caltech and USGS . seismologist continue to monitor the ongoing earthquake activity'iising the Caltech/USGS Southern California Seismic Network and a GPS network of more than 100 stations 4 4 5- .•- S. - •V V V.,.A•S5•,4. .i,V •. B Other GeoIoic Hazards 55 Ground Rupture Ground rupture is characterized by bedrock slippage along an - -j-- -- •-- established fault and may result in displacement of the grOundsurface.:For ground.-. rupture to occur along a fault, an earthquake usually exceeds M50 If a M5.0 earthquake were to take place on a local fault, an estimated sUace-rupture lenth : * 1 mile long could be expected' (Greensfelder, 1974) Our, in?estigation'indicates that the subject site is not directly on a:known active fault trace and,thereforé, the . risk of ground rupture is remote * 4 V V V V 44, V 4 .5, - S 5 4 ,,5 •._ V - V - '• 4V V 4 4 1S V *• l• 4,• ' -V' • - .44 4 p V • Ground Shaking Structural damage caused by seismically induced ground shaking is a detrimental effect directly related to faulting and earthquake activity.,,Ground V shaking is considered to be the greatest seismic hazard in San Diego COunty. The V - V intensity of ground shaking is dependent on the magnitude of 'the earthquake, the V V V • distance from the earthquake, and the seismic' response ,characteristics of- - V underlying soils and geologic units Earthquakes of M5.9 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 óriginating on a nOarby strâhd"of V V V the Rose Canyon or Newport-Inglewood Faults Although the chance of such an - I . .. . -5, •V V event is remote, it could occur within the useful life of the structure I - - V - - * . S • - 5 • V• V Landslides Based upon our geotechnical investigation and review of the gologic map (Kennedy and Tan, 2005 and 2008), there are no know-'n'orsuspected ancient landslides located on the site , - • V V - 4 / IF 14W MP V V V Ii •V •VV 4 V - •_ . - - 44, ' Is •'_ V. V • •• V • V . . V • ' - V • '- V • -' - k - _4 4 p ' ..44_ - .1 Rincon Residential Project Job1No 14-10623 I Carlsbad, California Page 14 11 3. i 1 -- : 'L*Lquefactioni The liquefaction of saturated sands during' earthquakes can be 'a'' . I major cause of damage to buildings Liquefaction4is 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 the' are sufficiently shaken by an I earthquake I "On this site, the risk of liquefaction offoundtion mate'rlals due f."o seismic shaking - I s considered to be remote due to athe dense natur& of the natural-ground I material, the anticipated high density of the proposed recompacted fill, and the lack IN of a stallow static groundwater surface under the site. No soil liqUefaction or soil ' I strength loss is anticipated to occur due to a seismic event , I Tsthiami:"A tsunami is a series of lóngwaves geerated in the ocean by,. "a sudden '4 - displacement of a large volume of water. Underwater "earthquakes, landslides, I volcanic eruptions, meteoric impacts, or onshore slope' failures can cause this displacement. Tsunami waves can travel at speeds averaging '450 to 600 miles per I hour. As a tsunami nears the coastlin its' speed diminishes, its wave length decreases, and its height increases greatly. After a. major earthquake or other , I tsunami-inducing activity occurs, a tsunami could 4reach the shore within a few - - - minutes One coastal community may experience no damaging waves while ' . ,ànother may 'experience very destructive waves. Some low-lying areas could - I experience severe inland inundation of water and deposition of debris more than - i 3,000 feet inland' ,. - , -. •.•.' 'The I site is located less than- 0.3-mile from the Pacific.Ocan stand line at an • I . I' , . . - ' - ' •.' - elevation of 58 to 63 feet AMSL. It is Unlikely that atsunani would affect the lot. .a 'Although the Aqua Hedionda lagoon is', mapped within a possible inundation zone 'on ' I the California Geological Survey's 2009 "Tsunami Inundation Map for Emergency I 1 4,6 ask Am ' I a 4 U V Rincon Residential Project 13ob No 14-10623 I Carlsbad, California Page 15 * - • , . - . * 4 _*• ..•- - I Planning, Oceanside Quadrangle, San Diego Cunty,"the subject site is not mapped within the zone due to its elevation I Geologic Hazards Summary: It is-our opinion, based upon areviewof the aváilable. I geologic maps, our research, and our site investigation, that the site is underlain by relatively stable formational materials (andshallow•fill/topsoilstoberecompacted), U and is suited for the proposed residential structures and ass&cited improvements provided the recommendations herein 1are implemented N significant geologic hazards are known to exist on the site that would prevent the proposed t construction In 'our professional opinion, no "active" or "potentiallyactive" faults - .*..- • underlie the project site • *'_*•_ - 3 1 I .. 'The most significant geologic hazard at the sltd i añticipted'groundshaking from I .3.' -. •1 . - earthquakes on active Southern California and Baja California faults. The United I States Geologic Survey has issued statements indicating that seismicactivity in Southern4 California may continue at elevated levels with increased risk to major I 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 I . "active" faults to the subject site are the northwesttrendin**g Rose Canyon1Fault, - Newport-Inglewood Fault and the Coronado Bank Failt I - 4 No significant geologic hazards are known to exist on or near the site that would prevent the proposed construction - I r - I I7 3 1 rW4 I?T! I • - . - • - . ,, U r . •. Rincon Residential Project Job No 14110623 Carlsbad, California Page 16 I 'S - IX GROUNDWATER Groundwater and/or perched water conditions *were not encountered at the explored excavation locations and we do not expect significant groundwater problems to develop in the future if proper drainage is maintained on the property II S 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 .5 - 'soils. Such changes of surface and subsurface hydrologiccoriditions, 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 td be localized and cosmetic in nature, if good positive drainage is implernented,as recommended in this report, during and. at the completion of construction 4 . 4 •5- •44 * Based on our site observations and laboratory testing, it is our opinion that the sly sand fill soils and underlying medium Tdense 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 ., .55 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; 't Should be evaluated and remedied by the project civil and geotechnical consultants. . • The %project developer and property owner, however, must realize that post- , .5 *1 II1 -t7j 4 5- • 4* 1 . :-• - - • • . - S , ••V, - Rincon Residential Project Job No. 14-10623 Carlsbad, California 61 ' Page 17 construction appearances of groundwater may have to be dealt with on a site- specific basis . r - V X. RECOMMENDATIONS The following recommendations are based upon the practical' fie!d investigation conducted by our firm, and resulting'laboratory tests,-in cânjunction with our 5 knowledge and experience with similar soils in the Carlsbad area..'• VS S •_ I VS -. 1- ' The opinions,' conclusions, and recommendations presented in this' eport are ; V V contingent uponGeotechnical Exploration, mc being retained to-eview the final V - plans and specifications as they are developed and to observe the site earthwork and installation of foundations Recommendations presented herein are based on V V undated preliminary conceptual plans provided byour client V V V - •_SVV :_. :5 A. Seismic Design Criteria .. • S. $ V -. V V - - - 1 Seismic Data Bases An estimation of the peak ground acceleration and the repeatable high ground acceleration (RHGA) likely to occij? Vat the 'project site V is based on the known significant local and regional faults within 100 miles of V V V the site. 1n V addition, we have V reviewed a listing of the known historic -. seismic events that have occurred within 100 miles of tte site at an M5.0 or greater since the year 1800, and the probability, of exceeding the . experienced ground accelerations in the future 'based upon the historical V V -V V • * . . record 4 • V , V. •, -. V • . V - - V - - - V•4 - V - - - -- - •• 4* 4. •• .5- . • • V 555 S. 44 , .4 Rihcon Residential Project 'Job No 14-10623 Carlsbad, California Page 18 C -.,- ' ••-.,, .. . ,' !,' 'The RHGA and seismic 'Within, 100 'fflules arederivd from table i... -4- . 4.-"., -i .- generated from computer programs .EQSearch and EQFault by'Thomas4F. 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' alsb' provided , '4 4 in these listings as Modified Mercalli Index values The ,Modified Mercalli Intensity Index is provided as AppendixC ' -I .. '7... •. •4'4'• ., '" I 2 Seismic Dsign Criteria The o proposed structure should be 4de'ignd in accordance with the 2013 CBC, which iñcorporátes by, reference the ASCE 7- 10 for seismic design We recommendthe following parámeters be utilized ' We have determined the mapped spectral acceleration values for the site latitude of 33 1467 degrees and longitude of 117 3433 degrees, bas2d on a -utilizing a program titled "U.S. Seismic Design Maps 'and Tools," pirovided 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 S0, The response4 parameters for design are presented in the. following table. 'The design 4' 4 . .. .4 - .4 •.1 Spectral Acceleration (SA) vs Period (T) is shown on Appendix D -: -' . - - : 's:- -: . '- , 4 ..,. 4 ' , - - :'.. - ç r TABLE! 4 Mapped Spectral Acceleration Values and Design Parpmètérs • a'. .. , • ' ' '' - .-, di I.. - .4 * - "- .4 • 4 ' I ,, • I. , • - - , F " - , -. - _4 1' 4.4 r .- * , . ' ,.' • - - - . '. - - • - "'' - -- -'' . ' '' . - .. ' ., 1 Ss . S1 • Fa F - " Smi -' - SS S 1.162 0.446 1.035. 1.554 1.203 • '0.693 0.802 0.462-' - 4 .. ;- I t : Rincon Residential Project 1 - Job No 14-10623 I Carlsbad, California " Page 19 '74 * . •*, 4, ' I '- 1 - . 4' r - --' •.- "- '.. .7 ,, - B Preparation of Soils for Site Development 4 Ili 3. Clearing a,id Stripping: The 4 'existing structures,, improvements,:. and, - vegetation on the site should be removed prior to theJprepration of the',,, I ' building pads and areas of associated improvements This includes root - systems of the existing trees.' Holes resulting from the remova' I of root I ' systems or other buried foundations, piping, debris or bstructIoris that extend below the planned grades should be cleared and backfihled with ,. I properly compacted fill 4 . . ,. - ..,.'.- . '- '- 4, •'•."' 74 'i •. -''-. 4 -.•-'•'' ;, ,, -.4 . . - "4 - , . 4 a ' - -, - •' ' 5 - 7'. ' 4 Treatment of Existing Fill or Loose Surficial Soils In order to provide suitable - foundation support for the propos'èd residential, structures and associated P Improvements, we recommend that the existing fill/topsoils and any loose - ' .4. .4 . •' . '-7 •,, - 43surficial soils that remain after the necessary site excavations have been "made be removed and recompacted The anticipated depth, of "removal is approximately 3 feet The recompaction work should consist of (a) removing the fill/topsoils and,., loose surficial soils down to native medium dense to dense .4formät1onal 7 7 I terrace materials, (b) scarifying, moisture conditioning, 'and compacting the I exposed subgrade soils, and (c) replacing the- excavated material as compacted structural fill I 1 - The areal extent and depth rquired 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!eetbeyond the edge •, :., I '' ' • . 7 ' 4, I - of the perimeter foundations and any areas to receive exterior improvements 4. 'Not I - '': '•' H, ':' :,' ''1-.H'1'-: I , , RinconResidentia! Project r . . . Job No. 14-10623 I Carlsbad, California Page 20 1, ,,. -. - ;.._. - •'' , . L .. .- I - - . - * 1 - . -. - I • - I or a 4later6l distance equal to 'the depth of soil removed at,.any specific I 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 .o surfac soils • I can be expected to undergo mvement and possible damage Geotechn,cal Exploration, Inc takes no responsibility for the performance of any improvemdnts built on loose natural soils or inadequately compacted fi115 1 5 Subqrade Preparation After the site has been cleared, stripped,and the 'required excavations made, the exposed subgrade soils in the areas to 4 . j - receive fill and/or building improvements should be scarified to; a 'depth of 6 . '- - '- I -'- .- •- .: -- ' •.'• 4 inches, moisture conditioned, and compacted t0 the requirements for .. I .., structural fill. Anticipated excavation into formational soils -should'nbt 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 NI 6:- Expansive Soil Conditions: We do not anticipate that significant quantities.of.' medium or highly expansive clay soils will be encountered during grading I 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 Ph 110 4 , - - . , - . -..• -- .-- - 4 •_'• 4_,' 4. - 4 moo 4 - - , .• .4 .- ., ' . .,--t . -•t_._ -. I 4 , . '•. - .''_ :. ' - ' * • - . 4. 4 . , _4 - - . I - . . - ..- - • - - • ..:; •" •'- .-, •:._- 4 Rincon Residential Project Job No 14-10623 Carlsbad, California Page 21 - •'-:- 4,. 544 1 - - - .5, 4 ' 7 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- * -.5 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 S.. Retaining wall and trench backfill material should notcóitiin thteriál larger than 3 inches in greatest dimension 4 5. 8. Fill compaction: All structural fill should be compacted to minihiuñ-i degree of compaction of 90 percent bsed 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 itJt is too wet, or (2) moistening the fill wit waterif it is too dry. Each lift should be thoroughly mixed bef6re cothpactiori - to ensure a uniform distribution of moisture For low expasive soils, the moisture content should be within 2 percent of optimum 1 -_- No uncontrolled uncontrolled fill soils should remain after,completion of the site work In -Vt - . - . .' •$* the event that temporary ramps or pads are constructed of uncontrolledS fill soils, the loose fill soils should be removed and/or recompacted prior to completion of the grading operation .5- . 5 .. . .5. - - 5.-. 5 - - -S .— ' •S. ,s 9 Trench and Retaining Wall Backfill Utility trenches and-retaining walls should preferably be backfilted with on-site, low expansive or imported, low- expansive compacted fill, gravel is also a suitable backfill material but should 55 ' V $ - -. S-- - .4. 1. .- - I • a Rincon Residential Project Job No 14-10623 Carlsbad, California :: . '' Page 22- 111 - . S - . ' .4 4 .. • 4 4 . be used only if space constraints will not allow the use of compaction quipment Gravel can also be used as backfill around perforated sibdrains protected with geofabric. All 4 backfill material should be placed in ,lift - thicknesses, appropriate to the type of compaction equipment utilized-, and iL -... . a .4 - compacted to a minimum degree of compaction of 90 percent 4by mechanical: 'S 4-S S • •1 : means. ,dur experience has shown that even shallow, narrow trenchs (such as for !irrigation and electrical lines) that are not properly compacted, can result in . problems, particularly, with respect to shallow groundwater accumulation and migration,. -. . - S _4_ - .. - -S..- .4- 5' I - I - 4 - 4-, 4_•_ - .5' 4 4_ • - - 4 Backfill soils placed behind retaining1walls and/or crawl space retaining walls should be installed s early as the retaining walls are capable of supporting I ateral loads Backfill soils behind retaining walls should be low expansive, with an Expansion Index equal to-or lower than 50. All areas', backfi lied with gravel should be capped with a minimum 12-inch-thick layer of properly - compacted on-site soils overlying Mirafi 140N filter fabrics to reduce the - --" 'O-potential for fines loss into the gravel. . -. -: ' : • a - - - - •• a'' ' 4 4 C. Design Parameters for Proposed Foundations * In order to support the proposed structures on conventional continuous 'concrete -- 'foundations the following recommendations should be followed.-• Footings should -.- - extend into formational soils or properly compacted fill soils to a depth of 18 inches - . , . :• . .. 4- S • - - 4 . 5 - . .. .4 -S - 4 . , S. - • • - * - S. • - • - - - - - . . - -- :,. 'Si I - • S • - - , '' 5 . - 5. - . 5 . 2- , •, Rincon Residential Project Job No. 14-10623 Carlsbad, California Page 23 io; Footings: Footings for the new residential structures should bear on 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 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. 11.. 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. 12. 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 clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. Isolated square footings should contain, 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 founded on soils of sufficient load bearing capacity, it is essential that our Rincon Residential Project - Job No: 14-10623 . Carlsbad, California Page 24 -- 1 . - .5 . . -. •. 4 'ks r representative inspect the footing excavations prior, to the placement of -. ..- -7 •. -. reinforcing steel or concrete c ft -fl 4• - .4. 5 • •4• •444*44 NOTE The project Civil/Structural Engineer should ie vie w all reinforcing - S - -•-..- .- schedules The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as 'minimum réinfdrcemeht 'th. - . F . . - .5 F •_ Ft reduce the potential for cracking and separations. .. •, .4 '5 4545 r 13 Lateral Lodds Lateral load resistance for the structure stipported on footing .- foundations may be developed in friction between -the foundation bottons - - - to , .1 . .. and the supporting subgrade. An allowable friction coefficient of 0.40 is 4.*• 4, 5 • - . S . V 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 thre times the embedmnt depth of the footing 14 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 4than 1/240 - 'V - V. V.. - • 4V. • V V • 4 • .. •.V.•-'.... V ,•- - .1' , t. 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 orwhen bearing -on dense natural soils. '- 44 •V - U.S - - - -. • 4 5 15 Minimum Floor Slab Reinforcement Based on our experience; we have found that, for various reasons, floor slabs occasionally crack Therefore, we recommend that all slabs-on-grade cdnta;n' at least a minimum amount of * einforctng 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 rpresentative to have Vthe proper moisture content within 48 hours prior to placement of the vapor barrier and pouring Ir ofconcrete. Shrinkage control joints should beplaced no farther than 20 . feet apart and at re-entrant corners The joints should penetrate at least 1.' inch into the slab V . I 'ollowing placement of any concrete floor slabs, suff1cl6ntdryin time must 4 .' V .•. . 5 1 • •As'- - be allowed prior to placement of floor coverings. Premature placement.of floor coverings may result in degradation of adhesive materialiand loosening V of the finish floor materials. - * . . V : V • •V V.,. . V * 16 Slab Moisture Protection and Vapor Barrier Membrane -Although it is not the responsibility of geotechnical engineering firms to provide moisture V protection recommendations, a a service to our, clients we povide the V - following discussion and suggested minimufn protection, criteria., Actual I 4 UV 4 A *- V 4 4 __,_•__ ;44. * - V I 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 in direct the floor, in sealers, or sensitive equipment contact with 1 addition to mold and staining on slabs, walls, and carpets. The common in Southern California is to PVC, practice place vapor retarders made of or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60- mil. Polyethylene retarders, 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 1 into and through concrete slabs. The use of such products is highly recommended for reduction of floor slab moisture emission. - The following American Society for Testing and Materials (ASTM) and American Concrete Institute (ACI) sections address the issue of moisture transmission into and through concrete slabs: ASTM E1745-97 (2009) I' Standard Specification for Plastic Water Vapor Retarders Used in Contact Concrete Slabs; ASTM E154-88 (20 05) Standard Test Methods for Water S 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 I Under Concrete Slabs; and ACI 302.2R-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. I S * .4 '- -S S 4 .5 4_• 4 • I. '• 5- 4 Rincon Residential Project Job No 14-10623 Carlsbad, California ' ' .,,• S. ' Page 27 4 -• - 16.1. Based on the above, we recommend that the vapor barrier consit 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 71 and sub-paragraphs ' 7.1.1-7.1.5) should be less than 001 perms (grains/square foot/hour. in Hg) and 'comply with the ASTM E1745 Class. A requirements. 55.4 4 . 4555555 S Installation of Vapor barriers -should be An accordance with ASTM ",•- E1643 The basis of design is 15-m-il StegoWrap vapor barrier placed per the manufacturer's guidelines. " Reef Industries Vapor Guard ' S membrane has also been shown to achieve 'a permence'ofless'thàn i ,..,S, 4 • 0 01 perms Our suggestdd acceptable moisture retardant membranes S are based on 'a report entitled "Repoft of Water Vapor . Pth-meatión. -. 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 ,4Pr6per slab curing is required to help prevent slab curling.,'4 - 16.2 Common to all acceptable products, vapor retarder/barrier joints must be lapped and sealed vith mastic or the S. manufact6rer . "s.recom.mended..*,,#., 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 implernentd, etc ' All these construction deficiencies reduce the retarder's effectiveness. 4, - S , - S • ' '5' ;In no case should retarder/barrier products be punctured or gaps be • - ' '.. allowed to form prior to or during concrete placement 4-, . - - . S S.. •, 4 4 5 5 4 . S S - 1' -. - S 1 -. t 5' I 4 I • 4 4 -1 - . S - ' • ' * ' I- ' . 5 -, - . - : - - . .•. 4. • ,3 Rincon Residential Project Job No 1410623 Carlsbad, California Page 28' 16 3 As previously stated, following placement of concrete floor, slabs, sufficient drying time must be allowed prior to placement of any floor 3 coverings: Premature placement of floor coverings may resultin. degradation of adhesive materials and loosening of the finish floor materials 3 , - -' -' ' t .. -. * ,F •, .1, 17. . Concrete Isolation Joints: We recommend.' the l5roject .Civil/Structural '• Engineer incorporate isolation joints and control joints (sawcuts) to at least one-fourth the thickness of the slab in any floor designs.r The joints and cuts, 7. - if properly placed, should reduce the potential for and help c6ntro1 floor slab / cracking We recommend that concrete shrinkage..3joints be spaced no farther than approximately 20 apart, and'also'at.1.re-entrant corners. feet However, due to 4a number of reasons (such as base preparation, construction techniques,, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected- ,18. Exterior Slab Reinforcement Exterior concrete slabs should be at least 4 inches thick. As a minimum for protection of on-site' 'improveirient,- we 4 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, 2 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 1can be greatly affected by soil 4base preparation and the quality of 'construction., It is therefore important that all improvements are designed and constructed for the existing properly -: -- '' . . . 3 3. 1 . ,_. - - ,,• . _________,_____' . .. {_ - . 'v i 4" . 3 -. I I a - -. . . 4 - . 3 ., ' . - . . - •-' . 4 . 3 . . 4. . -. 1 Rincon Residential Project 3obNo.14-10623'' Carlsbad, California - Page 29 fl - ,' •- - ' cc soil conditions The improvements should not be built on loose soils or fills placed without our observation 'and testing The subgrade of e'xterior '0- improvements should be verified as properiç'. prepared within 48 hdurs 'prio '5 ¼ to concrete placement. A minimum thickness of 82, feet of pr6per1y recompacted soils should underlie extehr slabs on-grade for secondary improvements JI 19 Exterior Slab Control Joints For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 12 .5' .. .•-' . - 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- inspéted 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. '5" ••• . - ,. ¼, i. . - ', •s c it I ,, - -•, ,' • -. 5-. 7 11 '• '- - 8 -! 201 Concrete Pavement New concrete driveway and parking slabs should be at' least 51/2 inches thick and rest on properly prepared and comacted subgrade soils Subgrade soil for driveway and parking areas should be dense or, if 4 f111, be compacted to at least '95 percent of Maximum Dry . Dènity. The' driveway and parking slabs should be provided with reinforcing Iconsisting of i -No. 4 bars.spaced no farther,than 15 inches apart in two perpendicular '- it -- directions. The concrete should 'be at least 3,500 psi compressive' strength, with control 'joints no farther than 12 feet apart and also at re-entrant corners Pavement joints,should be properly sealed with permanent joint sealant, as required in sections 201 3 6 through 201.3.8 of the Standard Specifications for Public Work Construction, 2012 Edition .. c - ( -. '- I. 's'5 •• -. • '- : . - -•- : • • •- . •• • 'k - . :-1' ' 3 •' 4 5 it,* r ' r Rincon Residential Project 4 Job No 14-10623 Carlsbad, California Page 30 * .4. .4. 4__. . . -. ¶ - 4 4 5 4 - S - •, - - 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 V 21 Permeable Driveway Payers If permeable payers are considered, it is our 4.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 a1-inch thick leveling sand layer tinder the payers The subgrade soils supporting the base layer should also be .. compacted to 95 percent relative compaction E Slones S - - .5 454. . . 5 •_ . -.4' 4. 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..- - - . -. - •_4 '-4 . - ¶'•. .4 - 4.4 4•4. ''S 1:.- , S -. .4,_ 4.• 22 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 surchargs may exist or be placed within a horizontal -' 'distance oflo feet from the excavation. ---f . - - - , . ••.: -* * 4. 4 -. 5 4 .. - ¶ S - ,- . , • 4. ' 1 .4 *5 ': - .-.- - Rincon Residential Project * Job No 14-10623 I Carlsbad, California A Page 31 ••. •. :. ' r.- The stàbilify of temporary construction slopes w111 depend largely 66 the I contractor's activities and safety çrecautions (storage and equipment: loadings near the tops of cut slopes, su?face drainage provisions, etc), it 7- should be the contractor's responsibility to establish and'".maintain 'all I temporary construction slopes at a safe inclination appropriate to his methods of operation : -_.• 4. , - If these recommendations aé not feasible due to space, constraints; 4. -. I temporary shoring may be required4 for safety and to protect adjacent property improvements This office should be contacted..--.for additional I recommendations if shoring or steep temporary slopes are 'required .................... 23 Cal-OSHA Where not superseded by specific recommendatiois presented in this report, trenches, excavations, and temporary slopes at the subject site 1 should be constructed in accordance with Title 8, Construction Safety Orders, issued by Cal-OSHA. . r . A - - • . • I F . Retaining Wall Design Criteria I -• ••...4 i: '4 At present, we are not aware of retaining walls planned fdr the'. project. However, .'. I 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 . A --L. ., -' • 4 conditions. 4 I -- * . . •-: - .24. Static Design Parameters: Retaining walls must be desigd to resit lateral I - earth pressures and an additional lateral pressures caused 'by surcharge' - • . - •-4_ . . - 4-- -, S * loads on the adjoining retained surface We recommend that restrained I retaining walls with level backfill be designed for an equivalent fluid pressure 1 . , II * *4 - I A 141 4 1 - .. .. a - I • - -.-. - -• — 4 kin Residential Project Job No 14-10623 I Carlsbad, California Page 32: II .:- • : •. . ':' 4 — ,, •1 - . . • P 'a, -.. - '4 - . . •. .4. . . •' . ,-' . ' . -''i of 56 pcf for low expansive import or 'on-site soils. Wherever restrained walls * ' ,*'-',• •P '_•- 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 a surcharge-pressure. - Backfill placed behind the walls should be compacted to a mini rnun degree of., I compaction of 90 percent using light compaction 'equipment If heavy . quipment is used, the walls should be. appropriately temporarily braced. 4 ft H:. '_ • : ,- . ' ' . 4 U - *• 25 Seismic Earth Pressures If seismic loading is to be considered for retaining I 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 befl- 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. . .. . . . 1 . . .,•*: '! . used for the design of shoring structures - .. . ., - .* '- .- . *• -, - - •. P ." -.•- . • . • '--. - f ., •,.P I - 26 Design Parameters - Unrestrained The active earth pressure to be utilized I ., in the design of any cantilever retaining walls (utilizing onsite or imported..... - . • -, -. - . ri.' very low-to low-expansive soils [El less than 50] as backfill) sh . ould 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 i surcharged by sloping backfill, the design active earth pressure' should be based on the - I appropriate Equivalent Fluid Weight presented in the following table GAP, 0 I '-• - P ' - r I • ' - P.' • S -. . .- P. - ) -., . . .•. - I' -_ ' -'I .... •,-* i-''•-. I I (1qtnØ - 2 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values 4 4 .4 Backfill soils should consist of low-expansive soils with EJ less than 50, and ' 4 should be placed from the heel of the foundation to the ground surface within 4,71 the wedge formed by a plane at 30° from vertical, and passin by the heel of the foundation and the back face of the retaining wall Ji 27 Surcharge Loads Any surcharge loads placed on the active edge behind a .4cantllever wall should be included in the design by multiplying the vertical '4 load by a factor of 031. This factor converts the vertical, load-. to a horizontal load 4 4 a 4. 28 Wall Drainage Proper subdrains and free-draining backwall material or board drains (such as 3-drain or Miradrain) should be installed behind all retaining walls (in addition4to proper waterproofing) on the subject project" (see Figure No VI for Retaining Wall Backdrain and Waterproofing Schematic) Geotechnical Exploration, Inc will assum no liability 4for damage to structures or improvements that is attributable to poor drainage .4 44 Architectural plans should clearly indicate that subdrains for any lower-level .4 walls be placed at an elevation at least 1 foot below the top of the outer face .4 of the footing, not on top of the footing At least 0. 5-percent gradient should be provided to the subdrain '4 '4 .4 4, Al 4 Ar 71 1 ,r '4' 44 I I I Rincon Residential Project ,• •• '- -JobNo; 14-10623 I Carlsbad, California Page 34 I The subdrain should be placed in a6 envelope of crushed rock gravel up to 1 - I inch in maximum diameter, and be wrapped with Mirafi 140N filter fabric or - t .... •_4 p . equivalent The subdrain should consist of Amerdrain, QuickDrain (rectangular section boards), or equivalent products A sump pump may be I 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 I facility. Open head joint subdrain'-discharge is not considered acceptable'for retaining walls All subdrain systems should be provided with access risers I for periodic cleanout l M 1 29 Drainage Quality Control It m6 it be understood that it is not within the * . 4 , - ' • •: scope of our services to provide quality control oversight for surface or I / subsurface drainage construction or retaining wall sealing-,and base of wall drain construction It is the responsibility of the contractor to verify proper I wall sealing, geofabric installation, protection board (if needed), drain depth: :1 - ;- below interior floor or yard surface, pipe percent slope to the outlet, etc. - --:- * t,4 : -...• I G Site Drainage Considerations 1 30 Erosion Control Appropriate erosion control measures should be taken at all .I times during and after construction to prevent surface runoff waters from entering footing excavations, p onding on finished building pad areas or causing erosion on soil surfaces. I -'4 31 Surface Drainage Adequate measures should be taken to properly 4flnish- I grade the lot after the residential structures and other improvements are in place Drainage waters from this site and adjacent properties should be I directed away from the footings, floor slabs, and slopes, onto the natural - I ± 4 1 --- ink Is I 4 I - F •_ 4.. 4. I. I •, ., -: 4 4. -. : • - -- - - - . ,• • I • * * ." - ' Rincon Residential Project Job No 1440623 Carlsbad, California 1 -, Page 35 ' drainage direction for this -aea 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 fcundations via closed drainage lines - Proper subsurface and surface drainage will help minimize the potential for waters to + seek the level of the bearing soils underthe footings and fidôr slabs. - / -- 4 .4 - t *•_ 4 '• S. S . • 'Sal. .4 -s . c' ' - • -t - 4 Failure to observe this recommendation, could résult' . 1ri'.ü6der?nining and 4 I i -., _ 4 possible differential settlement of the structures or other, improvements or cause other moisture-relSted problems Currently,-,the California Building Code requires a minimum 1-percent surfac&gradient forpoper drainageof. building pads unless waived by the building official Concrete pavement may have a minimum gradient of 0 5-percent '4 •14 - t' 32: Plahter 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 frcm the perimeter, walls. Any4 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.'. 4 H General Recommendations Lol .4 .' - ' . . a '.. '• •'-" a 'i,, 33. Project Start Up Notification: In order,, reduce anywork. 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 testin'g oP- compacted fill soils. If possible," pla'cement 'of formwork 'and steel '- • a p 4 H,-.- ' •'.:-- -A -& I- - * . . . .. .- , s'. • -. 4'. 4 - , - 4, •- ,' . . --- . ' '4. . 4 * , S a • . ' . - - - -. ...-.- 4 • a,, .' .- ' Rincon Residential Project I Job No 14-10623 - Carlsbad, California - • _- Page 36 '- : - I - - • - - - , - - - , • 4. I reinforcement in footing excavations should not occur prior to observing the I 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 •' I would have to be removed prior to correction of the observed problem (14e, deepening the footing excavation, recompacting soil in 4the bottom of the I excavation, etc) It 4 . • . - - ,. •-, ...,_. ._-, - •- •'- ,-- I 34. ' Construction Best Manaement Praëtices BMPs): Construction - BMPs 'must be implemented in accordance with, the requirements of 'the controlling I jurisdiction; At the very least, ufficient BMPs must be installed to 'prevent silt, mud or other construction deb4ris from being tracked into the adjacent I Street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning - I 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 4 BMPs It All stockpiles of uncompacted soil and/or building materials that are intended * to be left unprotected for a period greater than 7 days are to be provided I . with erosion and sediment controls. Such soil must be protected each 'da' when the probability of rain is 40% or greater. A concrete washout should I be provided on all projects that propose the construction of any concrete 4 improvements that are to be poured in place. All erosion/sediment control - devices should be maintained in working order at all times. All-sloes that I are created or disturbed by construction activity must be protectei against erosion ard sediment transport at all times. The storage.of all construction. -. i -• - I I . .,- - -- ---.- ,,,•-,.- - U . - I - • . a-' . - ,,. I. ' •I . - Rincon Residential Project 4 Job No 14-10623 Carlsbad, California a- Page 37 - a-' - - - ... . a- - I. '4 -. *4' •_a-* .' •,/_ a--., /*.$ materials and equipment must be protected against any potential release of pollutants into the environment : - 4 -4 - •'3-, *4 XI GRADING NOTES Geotechnical Exploration, Inc. recommends thai we be retained to verifç' the, - actual soil conditions revealed during sit'grading work and foting'excàvation tó be' as anticipated in this "Report of Preliminary Geotechnical Investigation" for the project In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the gradingcontractor to comply With the reqiirements on the grading plans and the . local grading ordinance All retaining wall and trench backfill should be prope"rly .compacted. Geotechnical Exploration, Inc. will assume no liability for damage, -occurring ' '- occurring due to improperly or uncompacted backfill placed without our observations and testing a- :' : a- - XIILIMITATIONS 4 - a-' ._ - -, _4; '1• - .... - Our conlusions and recommendations have been'based on -available.datã obtainé'd from 'our,field investigation and laboratory analysis, as well as our experience With ,. similar' soils and formational materials located in this area of Carlsbad. 'Of necessity, we must assume a certain degree of 'cóntiruity between' exploratory' excavations and/or natural exposures.' xposures it is, therefore, necessary thata- all observations, conclusions, and recommendations be verified at the time grading operations begin begin or when footing excavations are placed In the 'event iscrejancies are noted, additional recommendations- may beissued,ifreqiired.' . :-- .1 4 Ia- I I I 'a- '4 a- , i I "1 -• .,_•4 - - '1 - - - ' I a-- •'•• 4-''- - 4 4 *4 -. I.- 4 - -,.- :'- - .. , . . : •,. ... '. :- - - . 4 . .4'. - .. - '., • S.. .5. . . ..'. .. ,. .. . ..- ., ,.. . .5 . Rincon Residential Project , . .,' .- - .• . Job No. .14-10623 : . I Carlsbad, California Page 38 I 1 ' . • .i 4 The work performed and recommendations presented herein are the result of an I investigation and analysts that meet the conteihporary standard of care in our profession within the County of San Diego No warranty is provided 4This report should be considered valid for a period of two (2) years, andis subject to re,iew by - . I 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, I this report must be presented to us for immediate review and possible vision I- It is the ,responsibility of the owner and/or de'eloj., to'ensüre' that the 4 . .. recommendations summarized in this report are carried out iri the . field operations 1 " 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 4 .. , available, to see that our recommendations are adequately incorporated- in the plans I ' - As-stated previously, it is not within the. scope of our services to provide quality ... . I control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain' construction. It is the responsibility of the contracto : * I and/or their retained construction inspection service provider to verify proper wall sealing, geofabric installation, protection board intallation (if needed), drain depth below interior floor or yard surface, pipe percent slope to the outlet, etc 1 This firm does not practice or consult in the field of safety engineering We do not I 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 respnsibfflty of the ; I contractor The contractor should notify the owner if he, considered any of the 'recomrhended actions presented, herein to be unsafe. .. . . . . I --- - .; -" . ,-•:• SA 1 4 1 I •..---::--.. :''' . ... .. Rincon Residential Project Job No 14-10623 Carlsbad, California Page 39 The firm of Geotechnical ExpIoration,Inc shall not be held responsible for changes to the physical condition of the pro'pety, 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 r •' " ' ' Once again, should any questions arise concerning this report, please feel free to contact the 'undersigned. Reference to àur3ob No. 1410623 will expedite a reply to your inquiries. * 4 Respectfully submitted, GOTECHNICAL EXPLORATION, 'INC. 04 Cathy K. Ganze ' - .JaimeA. Cerros, P. E. - ' ' •.' Senior Project Geologist R C E 34422/G.E.-2607 Senior Geotechnical Engineer .' L Reed, President C.E.G: 999/P.G. 3391 .'• - ' :' /f ESSI Of ( I No. 002007 Exp : "1k : I : - - -, .. ' + '.- ',• I I I Hi HI I hi I I I.. --- I . 7v,7 :- ..- -- :. •- ---- - A s....-— . ,- 7 REFERENCES- JOB NO 14-10623 October 2014 . 4 Association of Englneering Geologists, 1973, Geolog and Earthquake Hazards, 9lanners4Guide to the Seismic Safety Element, Southern California Section, Association of Engineering Geologists, Special. Publication, p. 44. - -. - 4 ••• - Berger & Schug, 1991, Probabilistic Evaluatlo'n "of Seismic Hazard in the 'San Dieo-Tijuana Metropolitan Region, Environmental Perils, San Diego Region, San Diego Association of Geologists Blake, T.,' 2002, EQFault and EQSearch,Conputer Programs for Deterministic Prediction and Estimation of Peak Horizontal Acceleration fromDigitized California, Faults and Historical Earthquake Catalogs. - - 4* • •••• - - California Geological Survey 2009Tsunami' Inundation Map for Em&gency n Planing; La Jolla •- .s Quadrangle, San Diego County. -' -• - -. — * - --• Cooksley, K, 2009-10, Report of Water Vapor Permeation Testing of Construction7 Vapor Barrier Materials, Clemson University, Department of Packaging Science. - -- : Crowell, IC., 1962, Displacement Along the San Andreás Fault, California;'- Geologic Society of America Special Paper 71, 61 p Derriere, TA, 2003,..Geology of San Diego County, California, BRCC San Diego Natural History Museum 4 4 Greene,, HG., 1979; Implication of Fault Patterns in the Inner California .Continental Borderland between San Pedro and San Diego, In "Earthquakes and Other Perils, San.Dlego Règlon,"-P.L. Abbott - and.W.J. Elliott, editors. P . - S -. _. I_i. -- -. S - Greensfelder, R W, 1974, Maximum Credible Rock Acceleration from Earthquakes in California, Calif Div of Mines and Geology, Map Sheet 23 I 4 - U.. - •. - • - - 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 -S • - - - - - 4 .••. 7_S - S. I .-. ._..-7 -, 4 Hart E.W. and W.A. Bryant, 1997, Fault-Rupture Hazard-Zones in Cal ifornia,.California Geological - -' Survey, Special Publication 42, Supplements 1 and 2 added 1999. - 4 5 - . ,-----4. •5• .- 'Hauksson, E. and L. Jones, 1988, The July 1988 Oceanside (ML5.3) Earthquake -Sequence in the •Continental Borderland, Southern California Bulletin of the Seismological Soclety.of America, v. 78, p. * 1885-1906. S . - •• . -1 -: • Hileman, J.A., C.R. Allen and J.M. Nordquist, 1973, .Seismlcity of the Southern -California-Region, k Januaryl, 1932 to December 31, 1972; Seismological, Laboratory, Cal-Tech, Pasadena, Calif. r : 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:cJachens, V.E. Langenheirn, J.J. Moore and D. M. Burns; - 1994, A digital - (GIS) Geo log ical/Geophysicai/Seismological Data Base for the san Diego 30x60 •• 4- - . .t • I -, - - ••.. , • -,- - . . ,. .- -- ••..4.4 - - 4- - - • 44 '- -. • . I - • . •• - : -.. 4 4 _4 -- • - 4 --. 4' ''- - 5-"-- • • a, - - r 71- •4 .. .,• .• -•, REFERENCES/Page 2 a-- - '• - - •• • -•. - • - Quadrangle, California—A New Generation, Geological Society of America Abtracts with Programs, v 26,p.63. . 4. ...•, 7..---. Kennedy, M.P. and S.H. Clarke, 1997A, Analysis of Late Quaternary FuItirg in San Diego Bay and Hazard to the Coronado Bridge, Calif. Div of Mines and Geology Open-file Report 97-1A Kennedy, M.P. and S.H. Clarke, 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 to the Coronado Bridge, Calif. Div. of Mines and Geology Open-file Report 97-lOB.----------------'- i_a _,... . 7 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, Geologyi- of National City,. Imperial Beach; and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California,, Map Sheet 29, California Division of Mines and Geology. Kennedy, M.P., S.S. Tan, R.H. Chapman, and G.W. Chase,•1975; Character and Recency of Faulting, 'San Diego Metropolitan Area, California, Special Report 123, Calif. Div. of Mines andGeology. - Kennedy, M.P. and S S Tan, 2005 and 2008, Geologic Map of San Dleg 30 60 Quadrangle, - California, California Geological Survey, Dept. of Conservation. Kennedy, M.P. and E.E. Welday, 1980, Character and Recency of Faulting Offshore, metropolitan San Diego California, Calif. Div. of Mines and Geology Map Sheet 40, 1:50,000. - 7-71 -..,4 - -, • a- - - 71 - Kern, -J.P. and T.K. Rockwell, 1992, Chronology and Deformation of Quaternary Marine Shorelines, San - Diego County, California in Heath, E. and L. Lewis (editors), The Regressive Pleistocene Shoreline, Coastal Southern California, pp 1-8 - Kern, P. 1983, Earthquakes and Faults in San Diego, Pickle Press, San Diego, California McEuen; R.B. and C.I. Pinckney, 1972,' Seismic Risk in San Diego; Transactions-of the San Diego Society of Natural History, v 17, No 4 Reed, L D, 2005, The Soledad Avenue Terrace A Newly Identified Pleistocene Marine Terrace Deposit, Association of Engineering Geologists, Abstract and Presentation,, Las Vegas, Nevada. Reed, L D, 2009, The Chronology and Rate of Mt Soledad Uplift and Resultant Creation of Landslide7 pr5ne Terrain, La Jolla, California, Association of Environmental and Engineering Geologists; Abstra'ct and Presentation, Lake Tahoe, Nevada. Reed, L.D., 2009, Preliminary Evidence of a Mt. Soledad Western Flank Mega-slide,-.La Jolla, California, Association of Environmental and Engineering Geologists, Abstract and Presentation, Lake Tahoe, Nevada. .Richter, C.G., 1958, Elementary Seismology, W.H. Freemn and Company, San Francisco, Calif. • -, -Rockwell, T.K., D.E. Millman, R.S. McElwain, and D.L. Lamar, 1985, Study of Seismic Activity by Trenching Along the Glen Ivy North Fault, Elsinore Fault Zone, Southern California: .Lamar-Merifield t Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19 p. Simons, R S f 1977, Seismicity of San Diego, 1934-1974, Seismological Society ofAmeica Bulletin, 'v. 67, p. 809-826. . - -, ' . •.- , - ... ':..- 4 .- I 471 . a . •' - . - 4 7- 71 - a- 4, 74• .•7 . 1. -' - . - - - 4 - ':. -, - • - • , • I,. -- __•_ - - , - - -4, - - *4 I - I REFERENCES/Page 3 1 - I . S6uthern California San Onofre Nuclear Generating Station Seismic Source Characterization Research Project, 2012, Paleoseismic Assessment of the 'Late Holocene Rupture Historrof the Rose Canyon Fault in San Diego. - - •-: . ) I Tan, S.S., 1995, Landslide Hazards-in Southern Part of San Diego 'Metropolita i n Area, San Diego ft County, Calif. Div. of Mines and Geology Open-file Report 95-03. . - , -• - . . - - - - - I . Toppózada, T.R. and D.L. Parke, 1982, Areas Damaged by California Earthquákès, 1900-1949; Calif. Div. of Mines nd Geology, Open-file Report 82-17, Sacramento, Calif. - Treirnan, J.A., 1993; The Rose Canyon Fault Zone, Southern California, Calif. Dii.'6f 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 a I U.S.G.S. Earthquake Hazards Prograrr, 2010, fl pi//earthpuake.usgs.äovl. St It Pk - - r r - - -.- .• '-- :-' , -'-.' - -,.-. ,. ' .,.• --I I I - } ' Rog I :. : ..'. - -• •. -S. I 1 - t C,. 1 • F8.581\EP=5ac j PM 14 PLOT PLAN Rlncon Residential Project LEGEND FD8f4IPRCEV41 165 175 ChinquapinAvenue -. Carlsbad CA. Figure No II Job No 14-10623 Approximate Location of Existing Structures HP-5 GEl Exploratory Handpit Geotechnical PASCO LARET SWTER I I Proposed Residential . ExplOration. Inc. 535Nthiw1O1SSolanaBC492O75 Structure October, 2b14 11 4-10.623-p-al pb B5&259J2I2 I & 858-259.48121 p1I&no1n&oani I EQUIPMENT .DIMENSION &TOE OF EXCAVATION DATE LOGGED Hand Tools 2' X 3' X 35' Handpit 1045.14 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTh LOGGED BY ± 58' Mean Sea Level Not Encountered CKG '. FIELD DESCRIPTION AND .,,-•. CLASSIFICATION .. -.• •:. 9 Ui 4 .9t . cc. 21 DESCRIPTION AND REMARKS . :- DensftyMostureCol)T) (Gn size, -Cl) j . . w C3 02 ca - - SILTY SAND fine- to medium-grained, minimal cohesion. Loose. Dry. Gray-brown. . o " .. c TOPSOIL 4--. -..1- I many roots from less than 118 to 1 in diameter. ... . .- . . . SILTY SAND, fine- to medium-grained; minimal SM — cohesion minor cementation Medium dense Dry. Light red- and tan-brown WEATHERED OLD PARALIC DEPOSITS (Qop I. 6-7)' 2- 2.9 102.2 . 82 .-':-.• -: - - -. . i[fSAb — — . ... . cohesion, minor cementation; minor porósity. .. . . . . - Medium dense: Dry. Red-and tan-brown. -: . 9. . Q.126.5 - OLD PARALIC DEPOSITS (Qop 7).. ... - 2 3 . -- 18% passing #200 sieve 1 - .2 .4 103.8 82 - Bottom @.3.5'. - - -- -- - - - ___ PERCHED WATER TABLE JOB NAME - Rincon Residential PrJect BULK BAG SAMPLE -. • -SITE LOCATION . J IN-PLACE SAMPLE 165-175 Chinquapin Avenue, Carlsbad, CA JOB NUMBER REVIEWED BY LD/JAC LOG No. - U.; MODIFIED CALIFORNIA SAMPLE NUCLEAR FIELD DENSITY TEST. .FIGuRE63 NUMBER H p , STANDARD PENETRATION TEST lila Rip I 'EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 3' X 3 5' Handpit 10-15-14 SURFACE ELEVATION GROUNDWATER/SEEPAGE DEPTH LOGGED BY .± 60' Mean Sea LeeI. Not Encountered - .. CKG 1 FIELD DESCRIPTION AND CLASSIFICATION . +ci 0 DESCRIPTION AND REMARKS (Grain size, .. .30 ca 16 Density, Moistwe, Cotci) 02 15 g - SILTY SAND, line- to medium-grained. Loose...SM Dry. Gry-brown. .. FILL (Oaf) 1• - . . 2.4 96.5 77 : — 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 * * 2.7 108.8 . 87 - . 'TOPSOIL/ 113 WEATHERED OLD PARALIC DEPOSITS 2.7 105.6 54 (GRADATIONAL) (Qop ) 2 - many roots from less than 1/8" to 112" in- * •* '/ . ..diameter. .• -.. L. .. ,., iCfi'sAT rrirTaT - - SM • cohesion, moderate cementation; minor porosity. . Medium dense)Dry. Red-brown. • - : OLD PARALIC DEPOSITS (Qop,.,) Bottorn© 35' . I. F F I I .5 . . .. PERCHED WATER TABLE JOB NAME Rincon Residential Project BULK BAG SAMPLE SITE LOCATION I EIJ IN-PLACE SAMPLE 165-175 Chlnquapun Avenue, Carlsbad, CA JOB NUMBER REVIEWED BY LDR/JAC LOG No MODIFIED CALIFOFNIA SAMPLE I NUCLEAR FIELD DENSITY TEST 14-10623 FIGURE NUMBER H P-2 1r,4E =ftmi STANDARD PENETRATION TEST V -. - 2 ... : rEQUIPMENT .. DIMENSION & TYPE OF, EXCAVATION DATE LOGGED Hand Tools 2' X 2' X 325' Handpit 10-15-14 SURFACE ELEVATION ',- GROUNDWATER/ SEEPAGE DEPTH: : LOGGED BY 161' Mean Sea Level ;. : •. Not Encountered • . FIELD DESCRIPTION . ••• AND CLASSIFICATION MU AND REMARKS i (Grain size, Den Molstura, Color), a.DESCRIPTION CA .Uj 0 C3 C3 - SILTY SAND, fine- to medium-grained. Loose; .:.SM Dry. Gray-brown. FILL! - - TOPSOIL (Qaf) • . 1.3 89.4 71 - —many small roots to 1/84nch in diameter in the upper I foot.' ' SILTY SAND, fine- to medium-grained; minimal SM • - cohesion, minor cementation Medium dense. Dry.. Red- and tan-brown. . . - WEATHERED OLD PARALIC DEPOSITS (Qop . 9.0 125.2 6-7). .• -- 20% passing #200 sieve. . . . : some roots to 1/2in diameter. • 2 - - 2 21 1130 90 SILTY SAND_,f ne- to medium-grained; minimal . .SM . cohesion, moderate cementation; minor pàrosity.. 3 Medium dense: Dry. Red-brown. - . 4. . :2.6 109.2 86 • - OLD PARALIC DEPOSITS (Qàp) •.. I • . . •, - -: S. J Bottom @ 3:25',, : • . . 0 . -. •qt•+ ,• - JOB NAME PERCHED WATER TABLE Rincon Residential Project BULK BAG SAMPLE ' SITE LOCATION J IN-PLACE SAMPLE 165-175 Chinquapin*Avenue, Carlsbad, CA 2MObIFIED CALIFORNIA SAMPLE JOB NUMBER REVIEWED BY LDRIJAC LOG N6. - ( NUCLEAR FIELD DENSITY TEST FIGURENB1E?23 : H P-3 STANDARD PENETRATION TEST life . . - . . 'S EQUIPMENT . . . . . DIMENSION DATE LOGGED Hand Tools 2'X2'X333'Handjlt 10-15-14 SURFACE ELEVATION GROUNDWATER! SEEPAGE DEPTH LOGGED BY ± 58' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION'. - . . . AND CLASSIFICATION Uj . CZ + . DESCRIPTION AND REMARKS ........... .( .: :(Gmin size, De ,Molsture,Color) C) .4ffi U3 E 215 - SILTY SAND, fine- to medium-grained. Loose: Dry. Gray-brown. .:. :- :.- ••• nw ' TOPSOIL - - with minor roots in the upper 1 foot SILTY SAND, fine- to medium-grained; minimal SM 1 cohésion, minor cementation. Medium dense: Dry. 1.8 102.9 82 Red- and tan-brown. '. - 'WEATHERED OLD PARALIC DEPOSITS(Qop . . . • . 6-7)..... ..:. . . 2 - V.- . .. . . 2 , . . 1.6 97.9 78 SILTY SAND,, fine- to medium-grained; minimal 'SM . • - cohesion, moderate cementation:- Medium dense. . . •• • ',., . . : Dry. Red-brown. . .2.3. 101.3 80. - .OLD PARALIC DEPOSITS (Clop) - . '' •. I - Bottom © •.: '• . . , .4- ' . ' . • •• . - •• I PERCHED WATER TABLE JOB NAME RIncoi Residential Project IZ BULK BAG SAMPLE • , SITE LOCATION 1 LJ IN-PLACE SAMPLE 165-175 Chinquapin Avenue, Carlsbad, CA ' -JOB NUMBER - • ' REVIEWED BY . ..: LDR/JAC LOG No -. . ..• •• - ................. CALIFO MODIFIED RNIA SAMPLE - I NUCLEAR FIELD DENSITY TEST • FIGURE NUMBER— . P-4 ir Inc.H.- 0- - .:• STANDARD PENETRATION TEST Hid . - • - I - - •-. I - EQUIPMENT . DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Toots 2' X 2'.X. 3' Handplt 10-15-14 SURFACE ELEVATION : . GROUNDWATER/ SEEPAGE DEPTH':,LOGGED BY .. ' ± 61' Mean Sea Level . Not Encountered .. . CKG . . • . . FIELD DESCRIPTION - .. . . '- AND- CLASSIFICATION . :. Uj . ,0 . ci Ci ;. .. DESCRIPTION AND REMARKS .. al J LU .(Grainsize,Density,MolstureColor), -. : 02 0- - SILTY Loose. -SM - . Dry. Graybrown. FILL/ TOPSOIL (Qaf), . 7gM SILTY SAND; fine- to medium-grained; minimal cohesion, minor cementation. Medium dense. Dry. • Light red- and tan-brown. WEATHERED OLD PARALIC DEPOSITS (Qop 6-7)..-' 1.8 106.5 . 85 '- * 2 SILTY SAND,,~fine- to medium-g rained; minimal 5K1. • -- cóhesion,.moderate cementation. Medium dense:,. . 'Dry.Tan-brown OLD PARALIC DEPOSITS (Qop)-- . 2 -: :, . . . 2.0 105.2 .83 L -- Bottom @3' 4 L . . . PERCHED WATERTABLE JOB NAME lr Residential Project SITE LOCATION' - '" .• .- .. .-*. - - BULK BAG SAMPLE IN SAMPLE -PLACE 165-175 pin Chinqua Avenue, Carlsbad, CA I Eli R MODIFIED CALIFORNIA SAMPLE JOB NUMBER REVIEWED BY LDRIJAC LOG No 0 NUCLEAR FIELD DENSITY TEST 4-10623 -HP" 5 I : STANDARD PENETRATION TEST FIGURE NUMBER -a o. th 64 o q • — - - - !I-iW IM AM: •' -. .(_ -im, - : WE RECOMMENDED SUBGRADE RETAINING WALL DRAINAGE SCHEMATIC 4'. . . . Proposed Exterior . S . . Grade •I.• '1 - - I To Drain at A Min. 2% 7Fall Away from Bldg . Exterior /Retaining.. . •••. Miradrain 60 Footing Wall Properly Waterproofing . Compacted ........... '* To Top Of Wall Backfill . .. ,.• Perforated PVC (SDR 35). 4" pipe with 0.5%'.- min. slope, Lower—level, Sealant . with bottom of pipe located 12" Slab—on—grade \ below , slab or Interior (crawlspace) or Crawlspoce \ ground"surface elevation, with 1.5 . . ; .. • - Sealant (cu.ft.) of gravel 1 "'diameter., S. .: •, / . max, wrapped with the Miradrain -, 6000 filter . cloth Amendrain, Qthckdramnor . equivalent products ay be'used, at*, oh'-oltern.ative. - 1 • 4 ;t Pq Between Bottom 12" of Slab'an& Pipe Bottom -. . . . • -A • . . 5, . . S..' - , 69 Filter Cloth NOT TO SCALE Figure No W NOTE As an option to Miradroin 6000 Gravel or Job No 14-10623 Crushed rock 3/4. maximum diameter'may be used . 04" ,. with a minimum 12 thickness along the interior - S face of. the. wall and 2.0 cu.ft./ft. of pipe - ,- • . -. S ExPIor.Vl.n, Inc. grovel envelope.' ' S . , ..• . - K41O62•J—W - • :- . • • S . • ' ... ,. .......•••, -5,. 5 S). - - ....... . _ . •_ • S'S. '4 4 ..- 4 APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (More than half of material is larger than a No. 200 sieve) $ GRAVELS, CLEAN GRAVELS GW Well-graded gravels, gravel and sand mixtures, little (More than half of coarse fraction or no fines. is larger than No. 4 sieve size, but -. smaller than 3") GP Poorly graded gravels, gravel and sand mixtures, little or 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) 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 and clayey-silt sand mixtures with a slight plasticity I CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. Liquid Limit Greater than 50 MH 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 1 (rev. 6/05) I I I - jL I I - 4 * I r / - 4 • * k 1 APPENDIX B - SEISMIC DATA EQ FAULT TABLES I' I * 4 - . 4 - -5. 5 •• -. - - 44 . . - - •. 4 1* PL 44 I - * * 1,• - • . - - •.; - : • . •- : T. • - :.•- •. -: , 4 45 RinCOn TEST.OUT . . •. - . . . r t. '-, •. 1. 1 -' .;., j.4 .s.• I S * •••. .4 • - - EQFAULT' . . * version 3.00 -t I. • ,- DETERMINISTIC ESTIMATION OF ,•55 •• PEAK ACCELERATION FROM DIGITIZED FAULTS . .. . . 5 - . • • .-. -I- r . . JOB NUMBER: 14-10623 . .. -- -.1 . - DATE:4 10-2372014, . . 4 JOB NAME Rincon eqfTest Run '. CALCULATION NAME R-incon eqf Test Run Analysis - .FAULT-DATA-FILE NAME: CDMGFLTE.DAT 4 •. •• S. S - S ••4' . - ,• S •• • 5 p. . 4' ., S .5 - . 4 . I * . a. ' .s -s - . SITE COORDINATES: . . SITE LATITUDE: - 33.1467 - S . - . ' 4 .5 • SITE LONGITUDE: -117.3433 . . - .. ,. - SEARCH RADIUS: 100 ni .. • . IS ., . -.'- - ATTENUATION RELATION: 8) Bozorgnia cmpbeli Niazi (1999) Hor. -Soft Rock-Uncór,. -, • UNCERTAINTY Cm--median 1 S=Signia): M Number of Sigmas: 0.0 • ., . ., DISTANCE MEASURE: cdist P-.. • . 5--• -.5.1 - SCOND: 0 , + - . 4. •' - . S - Basement Depth: 5.00 km Campbell SSR: 1 . Campbell SHR: 0 . ••S - COMPUTE PEAK HORIZONTAL ACCELERATION S .• - . - S •' :FAULT-DATA FILE USED: CDMGFLTE.DAT S . '. . .. - -. ., 4. • .5 Si .4- . . . S S .: •--- 'Is MINIMUM DEPTH VALUE (km) 30 I . EQFAULT SUMMARY .. - .. ., 4 4- - . S •• ( . ,_ t . I 5•.5 -.: .. . S 4.. - - - - . . •• 4 SS5 •4. .5 4. . . S 4.4 1 —.. '.5 . - •5g5 •5 .-: --S •'SI. 4 5 DETERMINISTIC SITE PARAMETERS Page 1 :.-. . -, - - ___•_S• • .4 .4 4 •5 • .4 4 •• - 4 5 7 . • . -, 5* - . -. - . •-- -.. -: 5 - -- r . . -. . . V..: -. . - -- •'•. - / RinCon TEST OUT - t. -V . . Vt. - Page' - I ESTIMATED MAX. EARTHQUAKE EVENT -Vt- -- ------ - - --- ------------------- •- APPROXIMATE --------------------------- ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE FAULT NAME r in (kin) EARTHqUAKEJ SITE INTENSITY 1MOD.MERC., ROSE MAG.(Mw) ACCEL. g , =CANYON r==T; gr 0404 NEWPORT-INGLEW000 (offshore) 5.3(. 8.6) -6.9 0.379 -- x . i ,'-- CORONADO BANK 20.6( 33.1) 7.4 0.162 VIII ELSINORE-TEMECULA • . 24.8( 39.9) 6.8 . . O.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 . 44 PALOS VERDES 35.7( 57.5) 7.1 .0.067 VI 't EARTHQUAKE VALLEY ' 44.2( 71.1) .'6.5 . 0.032 V NEWPORT-INGLEWOOD (L.A.Basin) 1 46.3( 74.5) 6.9 0.041 V SAN )ACINTO-ANZA 47.3( 76.2) 72 - 0.051 VI -- SAN JACINTO-SAN JACINTO VALLEY 47.8( 77.0) - 6.9 0.040 - .- . 48.3 77.7) -6.7 0.040 'v) CHINO-CENTRAL AVE. (Elsinore) WHITTIER 51.8( 83.3) 6.8 . 0.033 4. . SAN JACINTO-COYOTE CREEK -- 52.9( 85.1) -. 6.8 0.032 ' ;v COMPTON THRUST - 56.0( 90.1) 6.8 0.041 -v -. ELSINORE-COYOTE MOUNTAIN 58.2( 93.6) 6.8 0.028. .V - I ELYSIAN PARK THRUST 59.0( 95.0) 6.7 0.035.,' 'V .. ... , SAN JACINTO-SAN BERNARDINO 60.4( 97.2) 6.7 . 0.025 . ,4 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 '. SAN JACINTO - BORREGO SAN JOSE 66.6( 69.1( 107.2) 111.2) 6.6 6.5 0.020 * 0.021 . Iv . .. . . PINTO MOUNTAIN . . 725( 116.7 7.0 ' . C.Q.5 ,. V. - SIERRA MADRE 72.8( 117.1)1 7.0 0.030 . CUCAMONGA - V 73.1( 117.6) 7.0 0.030 .. v,. ..' , V V SAN ANDREAS - Coachella 73.7( 118.6) V 7.1 NORTH FRONTAL FAULT ZONE (west) 76.4( 122.9) 7.0 0.028 ' V . V V CLEGHORN 78.1( 125.7) 6.5' 0.015 Iv V BURNT MTN. 78.6( 126.5) 6.4 0.014 IV. RAYMOND V 80.7( 129.9) 6.5 0.017 V NORTH FRONTAL FAULT ZONE (East) 80.9( 130.2) 6.7 .0.020 IV, t - VI 'SAN ANDREAS - Mojave 81.2( 130.6) 7.1 • V 0.023 IV ! V V . SAN ANDREAS - 1857 Rupture 81.2( 130.6) 7.8 0.041 V V EUREKA PEAK 81.3( 130.9) 6.4 0.013 V j-H CLAMSHELL-SAWPIT V SUPERSTITION MTN. .(San Jacinto) 1 82.5( 83.0( 132.8) 133.5) 6.5, V 6.6 . 0.017 0.015 IV, ' IV .- VERDUGO . 83.3( 134.1)1 6.7 .0.020 iv. V HOLLYWOOD I 85.1(137.0)1 6.4 V 0.015 IV ELMORE RANCH 1 86.6( 139.3)1 6.6 V 0.014 Iv -- SUPERSTITION HILLS (San jacinto)l 87.6C 141.0)1 6 6 I 0.014 Iv V . V• * V _ V - /V' -. I 4 V V • V V -. *V - V ' V , V • -. -: V . V V k DETERMINISTIC 'SITE PARAMETERS .-. - ' .- - , I --------------.- -.-. 4VV. 4 •,t . Page V 2 '. • ' V V V . . V V V - V MAX. EARTHQUAKE EVENT - !.V..; ,--..- - . . --- V APPROXIMATE -----V - -ESTIMATED . ------------------------------ ---- V - ABBREVIATED DISTANCE I MAXIMUM I PEAK J EST. SITE V -. V V . . FAULT NAME - mi (kin) EARTHQUAKE V SITE INTENSITY. -, * • ___ -.- V V • LANDERS V V: HELENDALE - S. LOCKHARDT - 88.9( 143.1) 7.1' 0.021 - Iv LACUNA SALADA -. - 89.4( 143.9) 7.0 V 0019 1 -IV - - - SANTA MONICA - 89.8( 144.5)1 6.6 ' I 0.016 -- Iv, ' . MALIBU COAST • 92.3( 148.5)1 6.7 1 0.017 Iv - - - - - LENW000-LOCKHART-OLD WOMAN SPRGS 93.0( 149.6)1.,7.3 - - .o()23. - 4 - BRAWLEY SEISMIC ZONE JOHNSON VALLEY (Northern) 95.7( - 96.1( 154.0) 154.7) 6.4 - 6.7 0.011 I V54 0.014 III' - - P11 0 V 96.6( 155.4)1 0.022 11 IV - - •:: NORTHRIDGE (E. Oak Ridge) - • . - Page - - ..- _V I I / Vt, - R I -V • ' - . V V - ': • , .. - -- .... .- .•-. .- ,. I a . ,..' • . - :- -: : • 1 RinCofl TEST OUT 4 - EMERSON So. - COPPER MTN. I 96.6( 155.5) .6.9 •i. 0.016. • - .Iv SIERRA MADRE (San Fernando) 97.1( 156.3) 6.7. I 0.016 Iv -. -.-' •.... SAN GABRIEL .97.4( 156.8) 7.0 . I 0.017 IV -' I '. ANACAPA-DUME I 98.9(159.1) 7.3 I 0.025 . V Y -END OF SEARCH-,. 53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO ,THE SITE:'..1 -i - • IT IS ABOUT 4.7 MILES (7.5 km) AWAY J. LARGEST-MAXIMUM-EARTHQUAKE SITE ACCELERATION 0 4038 g - $ I - . * • - . - . - - . . '. ... '. * . . . - II : JA I I I T1 I -., -. 7 .. *_'*_. * t ' - ..**, -' • 4••., ' I -. - I ,-* - SI * I - . • - . . -. - .. * - -- . .'- ** • I -- ... ... . •. . ..-'•*. - * • . 4 * *1 - , . . - . -.* - * - 4-..... . .• Page 3 -. . . . - - .7t .....• * . I - - - . - - . . .1. - •. c .1 . - ,.-.. •4,1 I . - - - 4 • - -. - - -. - - - -.-.. - I.- Rincon rhTEST..OUT ' .• . .• .* E Q F A U L T * * version 3 00 : + *****IS*****************• - -I • DETERMINISTIC ESTIMATION OF - . . '• 7 .•- . - PEAK ACCELERATION FROM DIGITIZED FAULTS .., . r - - . - - I_ •• • JOB,NUMBER: 14-10623 • DATE 10-23-2014 4 . 4 JOB NAME RinCon eqfTest Run -' CALCULATION NAME RiflcOn eqf Test Run Analysis . FAULT-DATA-FILE NAME CDMGFLTE DAT 4 / t 4 SITE COORDINATES: -i :-- - SITE LATITUDE: 33.1467 4 4 • SITE LONGITUDE: 117.3433 -'' /• • SEARCH RADIUS: -100 ml • - !'-. •- ATTENUATION RELATION: 8) Bozorgn,a Campbell Niazi (1999) Hór.-Soft Rock-Uncor. UNCERTAINTY (M=Median, S=Slgma) M Number of slgmas .0;0. DISTANCE MEASURE: cdist . . . . • , r. - 4 SCOND: 0 - . . . • . 4 Basement Depth: 5.00 km ' Campbell SSR: 1 Campbell SHR: 0 - -' - • • COMPUTE RHGA HORIZ. ACCEL. (FACTOR: 0.65 DISTANCE: 20 miles) . 4 . _4_• -'I . ••, -- ,•. ,_1 FAULT-DATA FILE USED: CDMGFLTE.DAT . . ,• 4 - : - - . - • -- -! _ '- .. MINIMUM DEPTH VALUE (km): 3:0-. -- - • . - c ,•- -. • -.- . I . 4 . '. . .. I . .1 - • . • I- • .. 4 - 4 '4 3 - ' . ..4. I • • - .1 -- r -- . •- - S I - ., •• - - . • • I - •-, . . -. - •••?, '• 4 -I . . 4 •J - . . - -, 1$ 4, ..... * --- ) .4 - 4 -t - .- I - I - - • 4. • - •- . - -- - -- * 4,. . • -- - -E - - ••- •. - I . I -, '4- - • I•.• . .4 4 • - - ............4- C - :.. ,. - -. -I _' •.- . --_* . - . . ., .•. . .• . • U,;-:. - . ,- .-- -I -, - .. t .--. 444 •,#. • • I- . •• . - 4 1 •.. •. 4 4I ,. 1• 4. S I..;. •..), . - . - . . 4 - . . - . . . - • - .. •.4-. . 4 - 4 •.. - 4 S... - . .•• EQFAULT. SUMMARY - -. •• . • S '-•,'• -. 4 $c., t •- ,, -: 4 ,; , .,,, ,• - , * ••4 - .) . . . -, - .• -• • I - . -• S • . . 1" - . - k'k..,; I I . - ,t - -4. 1. • .•- • •.1 . '-tI. ----------------------------------- S - I 4 -.-.:.' -., '' ' '- :' ' - - - .5 4 5 - - :, ' 4 •5 5• • , • • - - -• 'S - ..-•. .5 4 . .45 RinCon rhTEST.OUT '-. -" -• , 4 4 --------- Page -e - - ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM RHGA 'S JEST. SITE FAULT NAME mi (km) EARTHQUAKE SITE - JINTENSITY - - MAG. (Mw) ACCEL'. g MOD.MERC.,... -. ROSE CANYON 4.7( 7.5) 6.9 0.262 51 -Ix NEWPORT (Offshore) 5.3( "8.6) •6.9' 0.247 . I ix ---( - CORONADO BANK 20.6( 33.1) 7.4 0.162 , viii '. ELSINORE-TEMECULA 24.8( 39.9) 6.8 . 0.084 VII ELSINORE-JULIAN 24.9( 40.1) 7.1 0.105 VII ELSINORE-GLEN IVY 34.4( 55.3) 6.8 0.056 .' vi ' PALOS VERDES r 35.7( 57.5) 7.1 0.067 VI EARTHQUAKE VALLEY 44.2( ,71.l) 6.5 0.032 V .. NEWPORT-INGLEWOOD (L.A.Basin) 46.3( 74.5) 6.9 0.041 i' V •. SAN JACINTO-ANZA 47.3( 76.2) 7.2 0.051 , VI ' •- S 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 . 1 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 56.0( 90.1) . 6.8 '. 0.041' .v ELSINORE-COYOTE MOUNTAIN 58.2( 93.6) 6.8. 0.028 ., . v' ELYSIAN PARK THRUST 59.0( 95.0) 6.7 0.035' -' ' V . 4SAN JACINTO-SAN BERNARDINO 60.4( 97.2) '6.7 * 0.025 4 -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 0.021-. ...IV. - PINTO MOUNTAIN , •72.5( 116.7) 7.0 . . ' 0.025 v SIERRA MADRE , " 72.8( 117.1) 7.0 .O.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: • .5 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) 1 80.9( 130.2) 6.7 0.020' IV .' • SAN ANDREAS - Mojave . 81.2( 130.6) . -7.J 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 4 SUPERSTITION MTN. (San Jacinto) 83.0( 133.5) 6.6 - 0.015 ' IV - VERDUGO ,- . 83.3( 134.1) 6.7 0.020 ' IV, HOLLYWOOD . . • - I 85.1( 137.0) 6.4 '. 0.015 -, 'IV --. '. ELMORE RANCH " . 86.6( 139.3)1 6.6 0.014* ---iv ' •"--. SUPERSTITION HILLS (San i acinto) 1 87.6(- 141.0)1. .6.6 0.014 IV, • , - j ,••• ' S 4.54 s'.. p . . '4 S ¼ S '• ', . DETERMINISTIC SITE PARAMETERS - '' • S ' . .' ' S 5 • • '-. •- 4 -•' Page' 2 ', - -- _ ,•. 5 - ,,,',, - - ¼ " •' :¼4, - - . . •- - -, - • ' ESTIMATED MAX. EARTHQUAKEEVENT 'S: - 5 •.5 - APPROXIMATE ----------------------- •. • • 'ABBREVIATED S DISTANCE MAXIMUM I RHGA •. EST. SITE FAULT NAME mi (kin) - -- EARTHQUAKE I SITE ' INTENSITY - . - • - -- ' MAGMw)IACCELMODERC:-,- LANDERS - - - 88.4( 142.2) - 7.3 0.025 '1 • V HELENDALE - S. LOCKHARDT 88.9( 143.1) ,7.1 0.021 Iv' - ' , •' • ' LAGUNA SALADA . . 89.4( 143.9) ' 7.0 . 0.019 '- • iv . • -• - , 5 -. 4 SANTA MONICA • - - 89.8( 144.5) 6.6. . 0.016 ' - iv •. . - - MALIBU COAST 92.3( 148.5) 6.7 - '0.017 IV' - "- •' • LENW000-LOCKHART-OLD WOMAN SPRGS 93.0( 149.6) 7.3 10.023 • - iv-. • -- '5 BRAWLEY SEISMIC ZONE ' 95.7( 154.0) 6.4 0.011 . III. - - - JOHNSON VALLEY (Northern) '. 96.1( 154.7) 6.7 "j. - - 0.014 --. III ' NORTHRIOGE (E. Oak Ridge) 96.6(. 155.4) .6.9 I 0.022 ' Iv . • ' - , - • Page 2 - • - S - • ,.4 4 4 • -_-- --- .5 • - - ... V.' • - 's . -4 4% ,' .•. -' . - - - •'t • .. •' I - 4 ,. . .4 4 .• .-. ( ,. I - .. --. 4 - .' r ' _5- I .• - RiflCOn rhTEST. OUT' -- EMERSON SO... - COPPER Mm. 96.6( 155.5) 1 97.1(156.3) 6.9 0.016 I Iv . -. SIERRA MADRE (San Fernando)' 6.7 0.016 IV - SAN GABRIEL -I .97.4( 156.8) 7.0 0:017 IV - ANACAPA-DUME I 98.9( 159.1) 7.3 I 0.025 I V - .4 -END OF SEARCH-. , 53 FAULTS FOUND WITHIN TI-fE SPECIFIED SEARCH RADIUS. . . '.. . THE ROSE CANYON . . FAULTIS-CLOSEST1TO THE4SITE., . IT IS ABOUT 4.7 MILES C7.5 km) AWAY 4 - . . - LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: jO . .52625 • p - .4, _4• . -, -:' - - . . * - 4 4 .-- t - .4_s - 4 - - ..1 -. . 4- -. . .- -. $ •. - j'- ' - . - '- - . - - • V. -• I • - .-' 4, 544' - . . .4 - - . -. . .4 - - . . - . - •..• • . c'':4 - - .444. . - ... -4-,. t4' - . - . '.- - - . -, - - -i-. - . . • - " . - -• - 4 ' - . 4 V. - 4 ' - '• • 44 - ' '. •• . •. - d-• - i-,. . - 5. * 9 -- -V. . - . 4 • . .4 4 1• _•' • . -. - . .4 . a 1_ - . 4 4 4 - - 4' _ I- - 44. • 4. - . 4 4 ' 4 . •44 • '-• - ' .,• • ,• • 4_fl -- - ,. 4 - 4 iii —. i HI I I I APPENDIXC .. MODIFIED MERCALL.I INTENSITY SCALE OF 1931 - (Excerpted from the California Division of Conservation Division of Mins - and Geology DUG 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 Mercalti 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 Mercaiii 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. . Not 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. Ill Felt quite noticeably indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV During the day felt Indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make cracking sound. Sensation like heavy truck striking building. Standing motor cars rocked noticeably. V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few Instances of cracked plaster, unstable objects overturned. Disturbances of trees, poles, and other tall objects sometimes noticed. Pendulum clocks may stop. VI Felt by all, many frightened and run outdoors. Some heavy furniture moved; a few instances of fallen plaster or damaged chimneys. Damage slight VII . Everybody runs outdoors. Damage negligible In building of good design and construction; slight to moderate in well-built ordinary structures; considerable in poorly built or badly designed structures; some chimneys broken. Noticed by persons driving motor cars. VIII Damage slight In specially designed structures; considerable in ordinary substantial buildings, with partial collapse; great in poorly built structures. Panel walls thrown out of frame structures. Fall of chimneys, factory stacks, columns, monuments, walls. Heavy furniture overturned. Sand and mud elected In small amounts. Changes in well water. Persons driving motor cars disturbed. IX Damage considerable in specially designed structures; well-designed frame structures thrown out of plumb; great In substantial buildings with partial collapse. Buildings shifted off foundations. Ground cracked conspicuously. Underground pipes broken. X Some well-built wooden structures destroyed; most masonry and frame structures destroyed with foundations; ground badly cracked. Rails bent. Landslides considerable from riverbanks and steep slopes. Shifted sand and mud. Water splashed (slopped) over banks. Xl Few, If any, masonry structures remain standing. Bridges destroyed. Broad fissures in ground. Underground pipelines completely out of service. Earth slumps and slips In soft ground._Rails bent greatly. _land XII Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Lines of ______ sight and level are distorted. Objects thrown upward into the air. Perlód T(sec) I Design Maps Summary Report I User-Specified Input Report Tide 175 Chinquapin Avenue, carlsbad, CA Tue October 28,'2014,17:35:10 UTC I Building Code Reference Document ASCE 7-10 Standard - (which utilizes USGS hazard data available in 2008) Site Coordinates 33.14670N, 117.3433°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 I ' ansictv- San 1 f S N WR, ZX - / - -' '. I I USGS-Provided Output S5 1.162.9 1 SMS ..203 9 . S= 0.802g.. 1 s= 0.446g SM1.= 0.693g S61 0.462g 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 MCER Response Spectrum ' - Design Response Spectrum 1.4 u.0 - .- 1.17 0.72 0.54 0.72 0.45 rA 0.36 • o.k: OAR 0.13 . . . 0.09 0.00 V ii:.i L.J I •i :0.00 0.00 0.20 0.40 0.60 0.20. 1.00 1.20 1.40 1.60. 1.20-2.00 0 I .• . - Period, T (sec) . I For PG M,.TL, CRS, and CR1 valuès, please view the detailed repo. 4. . -.. - . -- _.' IJSGS Design Maps Detailed Report t ASCE 7-10 Standard (33144670N, 117 3433°W) - Site Class D - "Stiff Soil", Risk Category 1/11/111 4 'V 4 Section 11.4.1 - Mapped Acceleration Parameters, .- I S 4 Note Ground motion values below for provided are the direction of maximum horizontal spectral response acceleration They have been converted from corresponding geometric i. mean ground motions computed by the USGS by applying factrs 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 I Adjustments for other Site Classes are made, as needed, in Section 11.4.3.,' "V From Figure i2-1,111 1.162 g -, 4 4' - * 'V -V 4,,_ -c - .. -.. 44 ,' • ' . -. . - -V..-. - "V.' - - From Figure 22_2 21 S11= 0446 g .. - V .'V4.( •, -.'•-, :-. - . • L,4 ... - . - .. Section 11.4.2 -7,Site Class , . - - The authority having jurisdiction (riot the USGS), site-specific data, geotechnical and/or the default has classified the site as Site Class D, based onthe site soil properties in accordance with Chapter 20 , - Table 20.3-1 Site Classification Site Class v, N or N,, SQ A Hard Rock >5,000 ft/s N/A N/A BRock ' 2,500to5,000ft/s N/A N/A -' C Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf i D Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E Soft clay soil <600 ft/s <15 <1,000 psf - Any profile with more than 10 ft of soil having the characteristics I I " 4 V •' 4 I . Plasticity index P1> 20, ..--f Moisture content w 40%, and 'Undrained shear strengths <500 psf F Soils requiring site response See Section 20.3.1 analysis in accordance with Section 211 For SI ift/s = 0.3048 rn/s 11b/ft2 0.0479 kN/rn2 14 - 4 -i.,.. 4: . - -. .• :- a , a 4 4 - 1. / I -4. - . J. -- '. ZV.' - •V ,_ •_ 'V. - V _,t I- 4 4 Section-1144.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEg) Spectral Response Acceleration Parameters .. * Table 11.4-1Site Coefficient F3. . Site Class Mapped MCE Spectral Response Acceleration Parameter at,Sh6rt Period S<025 S=050 S=075 55 =100 -Ss ~t125 A 08 08 08 ' 08 08 4- - •V_V •V V S B , 1.0 1.0 1.0 , 1.0 V -j1.0. C 1.2 . 1.2 -'-.. 1.1 . 10 1.0 . . D 16 14 12 ii 1.0 -1 E 12.53 17 124, 09 09 * F See Section 11.4.7 of ASCE 7 S -V.- Note Use straight-line interpolation for intermediate values of S - 7 4 - - - 'V•V - V ,. VSVV'V V For Site Class =D and S=1162g,F8 'V 1035 Table 11.4-2-.Site Coefficient F4 V Site Class, - Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period . 54 4 S1:5010 S1=020 . S1 =030 S=040 S>050 A 08 08 08 ' 08 08 B 10 10 , fo 10 10 V - -. - ,V _ •_V V :_ V V - L- - 1.7, •.- 1.6 V VVV • 1.5 1.4 13 D 24 20 18 [ 16 151 E; 3•5 V 3.2 2.8 V 2.4 V V 2.4.. -. F V . 4- See Section 11.4.7 of ASCE 7 V V V Note Use straight-line interpolation for intermediate values of S1 - V ,540 V V V V V V For Site Class = D and S = 0.446 g, F4 = 1.554 S V k V F • - + '.4-, . . . .4 .5 V V V V V - V V* - V V 4•• 4-* - S .. V..-. V •-. -. ' :.. 444- . . V • VV - -- -- - .. - F' ,• V + Sr. 4• - - I • - ' / 4-F 4- - /5. - - V S . / 4, ,.V ._ 4/ t • V . S V - S - -: •V - - - - - Equation (11.4-1): -. '-'- ' SMS FaSs = 1 035 x 1 162 = 12039 V_ F - '-. r -, • •• - 'F- - ( 5 - - Equation (M.4-2): = FS1 = 1 554x 0446 = 0 693 ivil g -- : Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4"3):,,9DS % S 5 = % x 1 203 0.802 g Equatrnn(1144) _ ..... __ Section 11A,5 5 - Design Response.Spectrum -. .5 .-. - '- 'p-. - - From Figure 2242 [31T L =-8 seconds Figure 11 .4-1: Design Response Spectrum TcTo:Sa S(O.4+O.8TiTa ), S,. 0.802 ;crs; s,=s0 F . 4 . ... . * TI, S,=SIT T>T1 i 1: • s . - :• .5 -. - . I - IS . •- , ' - -:- - - 5 - I l - I V -4 . - • VV * •VS I - I - V - V• -: F - ,,_ V I- _ 1- - . •"- S S.- - :' :.:V- - - V a - T=O115 T=0,516 1000 V 3V V Period, I r - V . 4 - V - .S - •V •V• I -- •': •- - V - V . - - V - 5 . - --.- - '- . • 5. -IV S • V V ,_ •V -V,, . F '- c - - - • V r - - -. V - V FV - V, • V - V V .+ - F V - - - - - - - - -, ... - •V V.. V '.4 4- - 4 ' -- Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response 4 I Y SpectrUm.. :t , The MCER Response Spectrum Is determined by multiplying the design response spectrum above, byl5 .4 ,44 • - --'V.- . Sw: 1.203 .91 44 S 1=0 693 - - ------- -t -' ;•.' -V 4_'._ V • V.44 '.S.-. I . IVV_ 4 4 - - ) I - . . . . -4 . 4 4 .. - V -V • - 44 -, - -, I - - - 4 - I - - . V .. . 4 T=0.115 T=0.576 V .1.000 . V .'9erjoiJ,T(sec)' ,V •4 ' ••"V • 4 '-V . VP. ...4 .4 _. . . . . - . 1 •, -- - . 4 - .4 - .V.4' 1 4 .. I • • - V . 4-V -11 - 4 ..p. . .4.... ••' V - V V.-- .,- ,• 'Ft. S . ., 44 V V4 •T V 4 - . ' . 4-, V • V r - . . V . V I , 4' 1* 4 4 . • . - 4 4 4 1- 1 4 4 44 4: - 4 V, - V V V - 'V• - V -- . . - 4. - .V,. - 4. - -- - •4V V .* I -V .-•:- 1,V,4V •--•:4- . . t. '- •.1 VV' . & . 3V - . V 44 1 . 4 4 - - - ' Section .1i.8'.3'- Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F - - -- • From Figure 22-7 141 , PGA = '0.464 --V. - -'V Equation (11.8, 1) .PGAM = F APGA = 1.036 x 0.464 = 0.481-g.' Vt - - F - ''V--V • - - - Table 11.8-1; Site Coefficient F A ' -V . - - -. ,V.• j•••V j -. - r - 't. I . - r .,> . V •j - t -. Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA:50.10 .PGA =0.20 PGA 0.30 - PGA 0.40 PGA 0.50, - - - •-' - - - L •,• V - 1- - - --V • • 'V I VV A 08 08 08 08 . 08 B 10- 10 10 10 ' 10 - -. - •V• 4 •V':* V f F C - 12 12 11 10 10 V ) - _V I - _V VVV * • •VV -. V • - D . 16 14 12 11 lOT - 'V V _•. • •• - ' -V. 'V.. V - I IVIVV - E 4 '- • 2.5 - 1.7-i - 1.2- .- ,. 0.9 V. 0.9 V - I F - See Section 11.4.7 of ASCE 7 , Note: Use straight-line interpolation for intermediate values of PGA For Site Class = 0 and PGA = 0.464 g, F 1 = 1.036 Section 21,.2.1.1.- Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) 'V From Fgure 22-17 ' C 5 = 0 934 V • ''. .. V - VV - •_*V- ••_•V •VV.__VV - V-V _V•_ V•• _V__VV•___VVV_V•_V •---- '4V - l From Fiaure 22_18[61 = 0986 'V - • 4 V• • ,'I' •• •• -. V V - a : V -' V - - V - • - • V -. . . - -• V - - -. - ,4 . 4.. -4 I P .- - - V V 'V •; *- -V.' V -S ' -F-Il Sq S 55 -S . I S — - - Section 11 .6 * Seismic Design Category 4 Category Based Short Period Response Acceleration Parameter Table 11.6-1 Seismic Design on S , RISKCATEGORY - - VALUE OF 5,, - I or-II III IV A . . A A 0.1679 S,s < 0.33g B B, C 0.33gS<0.50g C C - 0.5Og S D ., D For Risk Category I and S =0,802 g, Seismic Design Category D - - - -- Table 116-2'Sêismi;c Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF SDI S - - RISK CATEGORY , I or II IV - <Ô067g A 1 A 0.067g < SDI <0.133g B .B C. 0.1339- SDI < 0.209 C. - C - . D.: '0.209 - D D' P For Risk Category = I and SDI = 0.462 g, Seismic Design Category,= D - - - - S Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for. buildings in Risk Categories I, H, and III, and F for those in Risk Category IV, irrespective of. the above • S - - - Seismic Design Category "the more severe desi, category in accordance with s . S Table 11.6-1. or 11.6-2" D. Note: See See Section 11.6 for alternative approaches to calculating Seismic Design Category References R Figure 22-1: http://earthquake.usgs.gov/hazards/desin maps/down loads/pdfs/20 101.ASCE-7_Figu re_22-1.pdf Figure 22-2: http://earthquakeusgs.gov/hazards/design maps/down loads/pdfs/201Q.ASCE-7 Figu re_22-2 .pdf. Figure 2212: http://earth quake.usgs.gov/hazards/design maps/down Ioads/pdfs/ 20 1OASCE-7, Figure '22- 12.pdf •: 5 - 4 •'-- -: I Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2O10_ASCE-7Figure_22-7 Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 0SCE-1_Flgure22. 17.pdf - - • - Figure 22-18: http://earthquake.usgs.gov/hazards/designrnaps/down loads/pdfs/20 10_ASCE-7_Flgure_22- 18.pdf - - .5 -• r - - - F I . •5._ 5 '.* Sq,, -, . S S 4 is •. -, . -. is 1 Sr I . .F. -I - 5 t• 4 is ( I BUILDING ENERGY ANALYSIS REPORT I PROJECT: HOUSE #3 S 165 CHINAQUAPIN AVENUE CARLSBAD, CA 92008 Project Designer: SHACKELTON DESIGN GROUP 1106 SECOND STREET - #359 ENCINITAS, CA 92024 (760)889-2600 -71 Report Prepared by: David A. McClain R13-14-10053/NR08-07-3586 Title 24 Data Corporation 633 Monterey Trail (P.O. Box 2199) - Frazier Park, CA 93225-2199 (800)237-8824 Job Number: 'RECEIVED 126976 APR 06 2016 CITY OF CARLSBAD Date: BUILDING DMSION 3/31/2016 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. EneravPro 6.7 by EneravSoft User Number: 1348 . ID: 126976 4 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE * Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 1 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml GENERAL INFORMATION - 01 Project Name 165 CHINAQUAPIN AVENUE - - - - 02 Calculation Description Title 24 Analysis 03 . Project Location 165 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) 2903.5 . 15 Number of Zones • 3 16 Slab Area (12) 938.7 - 17 Number of Stories 3 1,8 Addition Cond. Floor Area N/A 19 - Natural Gas Available Yes - 20 Addition Slab Area (tt) N/A 21 Glazing Percentage (%) 22.1% COMPLIANCE RESULTS ................ .. . 01 Building Complies with Computer Perform c ' 02 This building incorporates featur that rJcuire field-testing and/or if icby a certified tundehe supervision of a CEC approved HERS provider. *I - 03 This building incorporates one orore Specl Feiuressow—nbeiow ' ENERGY USE SUMMARY 04 05 - 06 . - 07 ' 08 Energy Use (kTDVIft2-yr) . Standard Design . Proposed Design •. Compliance Margin Percent Improvement Space Heating - ' 1.92 '. ' 3.63 . .,. -1.71 -. Space Cooling ' 5.12 * - 4.24 . . - 0.88 - - • - 17.2% lAO Ventilation - . '- . 1.31 ' . - - 1.31 - . . 0.00 . . ' - - 0.0% - - Water Heating . 9.98 - 6.69 . - - - 3.29 ---33.0% Photovoltaic Offset - . ---- 0.00 - - 0.00 - - Compliance Energy Total - 18.33 -, 15.87 2.46 13.4% Registration Number: 215-N6501320B-000000000-0000 Registration Date/Time: 2016-03-31 11:11:03 HERS Provider: CalCERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 -. Report Generated at: 2016-03-3109:39:57 - - includes calculated Appliances and Miscellaneous Energe (AMp . t) \f 1 L) t H ENERGY DESIGN RATING // \\ This is the sum of the annual TDV energy consuniption for erF7Usë components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated bTitle 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 \) '-' J 1/ Refere ~nce Ererg4y US j Energy Design Rating Margin Percent Improvement Total Energy (kTDVIf2 yr) / M 59 83 2 46 3 9% I! CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE - Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins - - - HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building-level Verifications: lAO mechanical ventilation Cooling System Verifications: -. —None — HVAC Distribution System Verifications: —None -- Domestic Hot Water System Verifications: —None— A 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 165 CHINAQUAPINAVENUE 2903.5 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 938.7 9 DHW Sys 1 Second Floor Conditioned Res HVAC1 1384.3 - 9.5 DHW Sys 1 Third Floor Conditioned - Res HVAC1 580.5 8 DHW Sys 1 Registration Number: 215-14650132013-000000000-0000 Registration Date/Time: 2016-03-31 11:11:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance - Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:39:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml OPAQUE SURFACES : 01 02 03 04 05 06 07 08 Name Zone - Construction Azimuth Orientation Gross Area (tt2) Window & Door Area (tt2) Tilt (deg) Northeast Wall First Floor R-13 Wall 45 Back 405 59 90 Southwest Wall First Floor .R-13 Wall 225 Front 382.5 48.8 90 Southeast Wall - First Floor R-13 Wall - 135 Right 213 64 90 Northwest Wall First Floor R-13 Wall 315 Left 27 90 Interior Surface First Floor>>_Garage R-13 Wall 208.5 Northeast Wall 2 Second Floor R-13 Wall 45 Back 612.8 76.3 90 Southwest Wall 2 Second Floor R-13 Wall 225 Front 612.8 80.7972 90 Southeast Wall 2 Second Floor R-13 Wall 135 Right 230.4 119 90 Northwest Wall 2 Setond Floor R-13 Wall 315, Left 230.4 47.5 90 Raised Floor Seódnd Floor R-19 Floor No Crawlspace - 141.8• Interior Surface 4 c Second Floor>>Gar R 19 Floor No Crawlspacel 445.2 Northeast Wall 3 Third Floor"f. - Back 270 50 90 Southwest Wall 3 Jf ,Third Iloor R 13fl Frcnt 270 345 90 Southeast Wall 3 / jt/ Thir i5 7 igiit 136.9 36 90 Northwest Wall 3 Third Flo 4 113 Wall 315 Lf 136.9 12.5 90 Northeast Wall 4 _Garage Garage Wall 45 Back 189 90 Southwest Wall 4 _Garage Garage Wall 225 Front 211.5 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 Orientatio n Area (ft) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch . Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof First Floor R-30 Roof Rafter - specify - 141.3 0 3 0.25 14.04 .0.1 - 0.85 0.1 Roof 2 - Second Floor R-30 Roof Rafter - specify - 813.9 12 3 0.25 14.04 0.1 0.85 0.1 Roof 3 Third Floor R-21 Roof Rafter - specify - 580.5 0 3 0.25 14.04 0.1 0.85 0.1 - - - -. -I. Registration Number: 215-N6501320B-000000000-0000 . Registration Date/Time: 2016-03-31 11:11:03 - - HERS Provider: - CaICERTS inc. CA Building Energy Efficiency Standards -2013 Residential Compliance Report Version - CF1R-03092016-744 . Report Generated at: 2016-03-3109:39:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml WINDOWS 01 02 03 - 04 05 06 07 08 09 10 Name Type - Surface (Orientation-Azimuth) Width (ft) * Height (ft) Multipli er Area (ft) U-factor - SHGC Exterior Shading Glass Doors Window Northeast Wall (Back-45) 3.0 8.0 1 24.0 0.50 0.40 Insect Screen (default) Windows Window Northeast Wall (Back-45) 1.3 8.0 1 10.0 0.50 0.40 Insect Screen (default) Windows 2 Window Northeast Wall (Back-45) ---- ---- 1 25.0 0.50 0.40 Insect Screen (default) Windows 3 Window Southwest Wall (Front-225) ---- ---- 1 48.8 0.50 0.40 Insect Screen (default) Glass Doors 2 Window Southeast Wall (Right-135) ---- ---- 1 64.0 0.50 . 0.40 Insect Screen (default) Windows 4 Window Northeast Wall 2 (Back-45) ---- ---- 1 76.3 0.50 0.40 Insect Screen (default) Glass Doors 3 Window Southwest Wall 2 (Front-225) 3.0 7.0 1 21.0 0.50 0.40 Insect Screen (default) Windows 5 Window A Southwest Wall 2 (Front-225) 4.5 1.5 1.007 6.8 0.50 0.40 Insect Screen (default) Windows 6 Window Southwest Wall 2 (Front-225) 2.5 5.0 ,4.24 53.0 . - 0.50 0.40 Insect Screen (default) Glass Doors 4 Window // \\ Southeast Wall 2 (Right-1 35) 11.8 8.0 1 94.0 0.50 0.40 Insect Screen (default) Windows 7 Window .. ...._/ -Sthist WaIl 2 (Right 135) 50 50 1 25.0 050 040 Insect Screen (default) Windows 8 Window "-' Nthest WaIl 2 (Left 315) , -2 5 50 1 12.5 050 040 Insect Screen (default) Windows 9 Window ------------- /f Northwest WaIIieft3i5I /. 4:6. 5.0 _ FO~K54 I r15.0 0.50 0.40' Insect Screen (default) Skylight Skylight Roof pcifij 0) 1 i29 0.50 0 40 Glass Doors 5 Window /, " 'NortheasçII 34(Bac5) 0' / 70 r 42.0 0.50 0.40 Insect Screen (default) Windows 10 Window . Northeast Wall 3(Back-45) - 8.0 .0.50* 0.40 Insect Screen (default) Windows ii Window Southwest Wall 3 (Front-225) ---- ---- 1 34.5. 0.50 0.40 Insect Screen (default) Windows 12 Window Southeast Wall 3 (Right-135) 3.0 4.0 3 36.0 , 0.50 0.40 Insect Screen (default) Windows 13 Window Northwest Wall 3 (Left-315) 5.0 2.5 1 12.5 0.50 0.40 Insect Screen (default) DOORS 01 ' - , . - 02 - . - . . :03 04 Name Side of Building Area (ft2) U factor GarageDoor. - - - . Northwest Wall 4 112.0, - 0.70 : Registration Number: 215-N6501320B-000000000-0000 Registration Date/Time: - 2016-03-31 11:11:03 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards ; 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:39:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml OVERHANGS AND FINS 01 02 03 04 1 05 06 07 08 09 10 11 12 13 114 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 A Bot Up Glass Doors 1.5 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 1.5 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 3 8 0.1 8 8 0 0 0 0 0 0 0 0 10 Windows 5 8 0.1 8 8 0 0 0 0 0 0 0 0 1 0 Windows 6 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 4 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 7 2 t 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 8 8 ' 0.1 8 8 0 0 0 0 0 0 0 0 0 Windows 9 1.5/ 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 5 0, --o-,-- 0 . 0 0 0 0 0 0 0 0 0 0 Windows 12 . 2 0 1 ,_2 . 0_____ 00 1 0 0 0 0 0 0 Windows 13 1 j2 0 1 f 2 2 0 j, 0 0 0 0 0 0 0 0 e: li u u M HERS PROVIDER Registration Number: 215-N6501320B-000000000-0000 Registration Date/Time: 2016-03-31 11:11:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:39:57 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing A value U value Assembly Layers - Inside Finish: Gypsum Board Cavity/Frame noinsul /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: Wobd R-13 Wall Exterior Walls Wood Framed Wall 2x4 © 16 in. O.C. R13 0.095 Siding/sheathing/decking Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 R-1 3 Walll Interior WallsA Wood Framed Wall 2x4 @ 16 in. O.C. R13 -: 0.092 Other Side Finish: Gypsum Board Inside Finish Gypsum Board Cavity/ Frame R-30 12X10 Roof Deck: Wood Siding/sheathing/decking R-30 Roof Rafter -. CthedraI Ceilings . -Wood Framd CeiIing'4 2x10 @ 16 in 0.C. R 30 0.037' Roofing Light Roof (Asphalt Shingle) Floor Surface Carpeted / J -' - Floor Deck Wood Siding/sheathing/decking R-19 Floor No Crawlspace , Exterior Floors Wood Framed Floor 2x0 Ca, 16 in 0 C R 1° 0,050 i Cavity/Frame R 19/2x6 Ar Floor Surface Carpeted - H 5 R 0 / - . Floor Deck. Wood Siding/sheathing/decking- icavity/ Frame: R-19/2x6 R-1 9 Floor No Crawispacel Interior Floors Wood Framed Floor 2x6 @ 16 in 0.C. R 19 0.048 Ceiling Below Finish Gypsum Board Inside Finish Gypsum Board Cavity/ Frame: R-21/2x6 Roof Deck Wood Siding/sheathing/decking R-21 Roof Rafter Cathedral Ceilings Wood Framed Ceiling 2x6 @ 16 in 0.C. R 21 0 053' Roofing Light Roof (Asphalt Shingle) SLAB FLOORS 01..02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (It) Edge Insul R value & Depth Carpeted Fraction Heated Slab Floor First Floor 938.7 114.2- - None .0 .81 No Slab Floor 2 _Garage._.. 463.2' 65.2 None 0 No I - C CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 6 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml t - Registration Number 215 N65013208 000000000 0000 Registration Date/Time 201603311111 03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:39:57 BUILDINGENVELOPE -HERSVERIFICATION * - .01 02 03 04 Quality Insulation Installation (OIl) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required WATER HEATING SYSTEMS 01 02 03 04 - 05 06 - Name System Type Distribution Type - Water Heater - Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml WATER HEATERS 01 02A 03 04 05 06 07 08 Name Heater ElementNype 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 VERIFICATIONJ/,/ag 01 02 .' 04j - — 06 07 - Name 4. ri Pipe Insulation f Parallel Piping k ¼d V I Compact Distribution Point of Use Recirculation Control Central DHW Distribution DHW Sys 1 1/1 SPACE CONDITIONING SYSTEMS - - 01 02 03 04 05 06 SC Sys Name ' System Type Heating Unit Name Cooling Unit Name an Name - Distribution Name Heat Pump System 1:::2 Heat Pump Heating and Cooling System Heat Pump System .1 - Heat Pump System 1 None None -a - ' 4 Registration Number 215 N6501320B-000000000 0000 Registration Date/Time 201603311111 03 HERS Provider CaICERTS inc — a - - -03-31 09:39:57 CA Building Energy Efficiency Standards - 2013 Residential Compliance 'Report Version- CF1R-03092016-744 . - . - Report Generated at: 2016 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml HVAC- HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Name Type Heating HSPFICOP Cap 47 Cap 17 Cooling SEER EER Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 DuctlessHeatPump 9.3 8100 7800 18 12.5 No No Heat Pump System 1-hers-cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1-hers-cool Not Required ---- Not Required Not Required Not Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit -. '- lAO CFM _-T. -' lAO Watts/CFM .. - lAO Fan Type lAO Recovery Effectiveness(%) HERS Verification SFam lAQVentRpt / 81'635' ft 1025 ) Default 0 Required y;,-.\ 1•. U I d o PROJECT NOTES F P c PROVIDER www.title24data.com e-mail: title24@frazmtn.com "One Day Service" since 1978 Registration Number: 215-N6501320B-000000000-0000 Registration Date/Time: 2016-03-3111:11:03 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03092016-744 Report Generated at: 2016-03-3109:39:57 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT - 1 I certify that this Certificate of Compliance documentation is accurate and complete . Documentation Author Name Documentation Author Signature - David McClain Company: - -- Signature Date: Title 24 Data Corp 2016-03-31,09:59:06: r r Address CEAIHERS Certification Identification (If applicable) 633 Monterey Trail - R13-14-10053 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: 1 I am eligible under Division 3 of the Busirissand Professions Code to accept responsibility for the building design identified on this Certificate of Compliance 2. I certify that the energy features and perforMa'nce 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. 9v,-J-( . 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 sub toe enforcemeency for approval \/Ith this ilding pemit application - - Responsible Designer Name * j FResponTbI Designer Sigture - Richard Roswall Company - E P Dtesirj vt D E Shackelton Design Group - 2016-03-31 11:11:03 . . . Address r- License- 1106 2nd'Street #359 n2589545 - City/State/Zip Phone Encinitas CA 92024 ' 760-889-2600 e CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 09:38, Thu, Mar 31, 2016 Page 9of9 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE 3.xml - - - - . , •-- . . .. . 4 I Digitally signed by CaICERTS This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. -' - 4 - I.. Registration Number 215 N6501320B-000000000 0000 Registration Date/Time 2016-03731 11:11 03 HERS Provider CaICERTS Inc CA Building Energy Efficiency Standards 2013 Residential Compliance Report Version CF1R 03092016 744 Report Generated at 2016-03-31 09:39:S7 RESIDENTIAL MEASURES SUMMARY -,, RMS-1 Project Name HOUSE #3 Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Addition/Alteration Date 3/31/2016 Project Address - 165 CHINA QUAPINAVENUE CARLSBA California Energy Climate Zone CA Climate Zone 07- Total Cond. Floor Area 2,904 Addition 1 n/a # of Units I I INSULATION Construction Type Area Cavity (fl) Special Features Status Slab Unheated Slab-on-Grade - - no insulation 939 Perim = 114 New Wall Wood Framed R 13 3,108 - New Demising Wood Framed Rafter R 19 1,368 New Roof Wood Framed Rafter R 30 * 943 ., New Floor Wood Framed w/o Crawl Space R 19 587 New - Roof Wood Framed Rafter -R21 581 New FENESTRATION I Total Area: 6401 Glazing Percentage: 22.1 %1 New/Altered Average U-Factor: Orientation Area(ft) U-Fac SHGC Overhang Sidefins Exterior Shades 0.50 Status Rear (NE) 34.0 0.500 0.40 1.5 none Bug Screen New Rear (NE) 151.3 0.500 0.40 none none Bug Screen New Front (SW) . 83.3 0.500 0.40 none none Bug Screen New Right (SE) 64.0 0.500 0.40 none none - Bug Screen New Front (SW) '- 27.8 0.500 0.40 8.0 none Bug Screen New Front (SW) 53.0 0.500 0.40 2.0 none Bug Screen - New Right (SE) - 155.0 0.500 0.40 2.0 none Bug Screen New Left (Nt4' .:12.5 0.500 0.40 8.0 none Bug Screen New Left (NW) - 35.0 0.500 0.40 1.5 none Bug Screen New Skylight 12.0 0.500 0.40 none none None New Left (NW) 12.5 0.500 0.40 2.0 none Bug Screen, New HVAC SYSTEMS Qty. Heating Mm. Eff -- Cooling Mm. Eff Thermostat Status 8 Split Heat Pump 9.30 HSPF Split Heat Pump 18.0 SEER Setback ' New 1. HVAC DISTRIBUTION Location Heating - - Duct Cooling Duót Location R-Value Status Res HVAC Ductless/ with Fan Ductless n/a - n/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.85 - All Pipes Ins New EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:40:22 ID: 126976 Page 12 of 23 4 - - - - - '1 • * 2013 Low-Rise Residential Mandatory Measures Summary. NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable *ma,datory measures listed, regardless of the rnmnlinn,p nnnrnae/1 i,cpd Frcpntinnc may ann/v Review the resnective code sec/ion for more information. Building Envelope Measures: - - - §110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage.. § 110.6(a)5: 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 of10-l11(a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caiilked 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 of1 10.8(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 a radiant barrier is specified on the CF] R. Minimum R-30 insulation in wood-frame ceiling; or the weighted average U-factor shall not exceed 0.031. Minimum R- 19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. - - -, § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-value... 150 § .0'c,. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U- factor). - §150.0(d): Minii'num R-19 insulation in raised wood-frame floor or 0.037 maximum U-factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)l: 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). 150.0(1): 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). l50 0' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U-factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: . § 150.0(e) IA: Masonry or factory-built fireplaces have a closable metal or glass door covering the entiie opening of the firebox. 50.0(e)lB . 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: § ll0.0- 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission, • 110 3 Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements ofl I0.3(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. Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any 150 o'h'3A• dryer vent. - §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c).' 150.00) I A U) 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)1 B Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 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 § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.0(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. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.0(j)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § I 50.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies asa Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a I20V electrical receptacle within 3 - feet of the water heater; a Category Ill 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; acondensate 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 of1l0.3(c)5. £150.0(n)3: Solar water-heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air-distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CIVIC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSIJSMACNA-006-2006 HVAC Duct Construction Standaids 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 CIVIC • - §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 innei core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m) 1: with nastic, tape, or other duct-closure system that meets the applicable requirements of UL 181, IJL 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 § I 50.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is • used in combination with mastic and draw bands. §150.0(m)3-6: Field-Fabricated Duct Systems shall comply with requirements for: pressure-sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R-value ratings; duct insulation thickness; and duct labeling. £150.0(m)7:All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic * dampers. . £150 0'm'8 Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not £150.0(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. - § 150.0(m) 10: Flexible ducts cannot have porous inner cores. . When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 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'mM5 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 ASHR AE. 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)IA 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 110.4(b)Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction §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 ha'e a cover. - 110 4tb'3 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 of110.9. l50 01klA' 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. I 01k1B When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with - § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has 150.0(k) IC been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting per electrical box. § 150.0(k) ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) 1 E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c) Night lights do not need to be controlled by vacancy sensors. 150.0(k) I Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § I 50.0(k)2A: High efficacy luminaires must be switched separately from lo' efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § I 50.0(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)20: according to §110.9; meets Installation Certificate requirements ofl30.4; the EMCS requirements of §130.5; 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 of130.4; the EMCS requirements ofl30.5; and all other requirements in §150.0(k)2. 150.0(k)21: A multiscene programmable controller may be used to Comply with dimmer requirements of this section if it provides the functionality of 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. 150 0k'4• / Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated . cabinet. 0(k5 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. 0(k7 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 orcaulk between the luminaire housing § 150.0(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 § 150.0(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 Mandatrv.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.,. I 50 0k'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 S shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. S150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. 0(k10 S %. I 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 0'k 1 1 S / 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 bui1dingsha1l 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: 150.0(k)12B i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and - S ii. Lighting installed in corridors and stairwells shall be d'ontrolled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of - ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a) 1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10(b) through § 110.10(e). §1 10.10(a)2: Low-rise multi-family buildings shall comply with the requirements of1 10.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §1 10.10(b) 1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone shall be located on the roof 6r 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. §110.10(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. 5 . 10(b)3A:No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice' §1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the - horizontal projection of the nearest point of the solar zone, measured in the vertical plane. 10(b4 5 . ' ' 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 1 0(c S 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 10(d) A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e) 1: Themain electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or, main circuit location, and permanently marked as "For Future Solar Electric". . HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date HOUSE #3 . ' 3/31/2016 System Name Floor Area Res HVAC 2,904 ENGINEERING CHECKS SYSTEM LOAD I Number of Systems 8 COIL ' CFM Total Room Loads 1,458 Return Vented Lighting COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 8,100 36,168 1,668 844 31,859 Total Output (Btuh) 64,800 0 Output (Btuh/sgft) 22.3 Return Air Ducts . Return Fan 0 ' . 0 Cooling System . 0 0 Output per System 7000 Ventilation 0 Supply Fan . Supply Air Ducts ' TOTAL SYSTEM LOAD ' 0 I 01 '0 0 Total Output (Btuh) . 56,000 ' 0 ' 1,6681 0 Total Output (Tons) 47 0 0 Total Output (Btuh/sqft) 19.3 Total Output (sgftlTon) 622.2 36,1681 31,859 Air System CFM per System 330 HVAC EQUIPMENT SELECTION ' Airflow (cfm) 2,640 Fujitsu ASU7RLF1 44,247 10,766 49,571 Airflow (cfmlsqft) 0.91 Airflow (cfm/Ton) 565.7 g Outside Air (%) 0.0% Total Adjusted System Output '. (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 44,247 10,766 49,571 F Jan 1 AM Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions . Aug 3 PMI HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) -. 34°F 70°F ' 105°F 105°F - Outside Air J _ ULU - 0 cfm Heating Coil - Supply Fan 105°F 2,640 cfm ROOM 70°F 70°F. - . L[J• i COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) '1 83/68°F ri , 78/62°F 55/54°F 55/54°F . I1IEILI Outside Air 4, 0 cfm , Cooling Coil Supply Fan 55 / 54°F 2,640 cfm 411% ROOM 78/62°F , 78/62°F EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:40:22 ID: 126976 Page 17 of 23 ROOM HEATING PEAK LOADS Project Name HOUSE #3 Date 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Floor Area 938.7 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 X X X - AT °F Btu/hr = 3,001 = 3,142 3,092 = 0 = 0 = 183 9,419 361 I 1,334 Slab-On-Grade perim = 114.2 0.7300 36 R-13 Wall 855.7 0.1020 36 New WndowslDoors 171.8 0.5000 36 R-13 Wall 208.5 0.1020 0 *R19 Roof Rafter 797.4 0.0560 0 R-30 Roof Rafter 141.3 0.0360 36 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 xl xl Area another room 9.00! X I 0.2441 Height ACH Page Total /60] xl AT TOTAL HOURLY HEAT LOSS FOR ROOM 10,753 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:40:22 ID: 126976 Page 18 of 23 ROOM HEATING PEAK LOADS Project Name : HOUSE #3 Date 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Floor Area . 1,384.3 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 231l x x x x x x x x x x x x x x x x x x x x x x x x - AT °F 36 = 36 = 36 = 0 . 0 36 = Page Total /60] xl 361 AT Btu/hr R-19 Floor No Crawlspace 141.8 0.0490 250 R-13 Wall 1,362.8 0.1020 5,004 New Windows/Doors 335.6 0.5000 6,041 *R19 Floor No Crawlspace 445.2 0.0490 0 *R19 Roof Rafter 570.4 0.0560 0 R-30 Roof Rafter 801.9 0.0360 1,039 - Items shown with an asterisk () denote conduction Infiltration:[ I 1.00 xl 1.0781 Schedule Air Sensible Fraction through an interior surface xl 1,384 1 xl Area another room -°l x Height ACH 12,334 = 1,967 TOTAL HOURLY HEAT LOSS FOR ROOM 14,301 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:40:22 ID: 126976 Page 19 of 23 ROOM HEATING PEAK LOADS - Project Name HOUSE #3 . . Date 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name - Third Floor Floor Area - 580.5 ft' Indoor Dry Bulb Temperature 70 OF Time of Peak . - -Jan 1 AM Outdoor Dry Bulb Tempirature 34 OF Conduction Area X , X x x x x '. IX x- x x x x. X to Ceiling U-Value x x• At OF. X36 X .'1-36 x ' .' 36 x,, . ,x•'-.__ x.,._•,.. X .x., ,. x x •- x .x• •- x . x •-.. x .• X x x •'.- Page Total .,AT . - ._x /60] x = - = = =, = = = = Btu/hr R-13 Wall 680.8 0.1020 2,500 New Windows/Doors - 133.0 0.5000 2,394 R-21 Roof Rafter , 580.5 0.0520 1,087 - - •-,t''X - . . -'•• _________________ L _______ ______ . . . - ' - ____________ - .• _______ .• x, x _____ - . . . • .. -- - -. - ,.• - V x•' _____ - _____ • : - - x x , _______ I - Items shown with an asterisk (*) denote conduction Infiltration: [ 1.00 xl 1.078 Schedule Air Sensible - Fraction through an interior surface X 581 I x_•8.001 Area ' another room x 0.2751 Height ACH • 5,981 - TOTAL HOURLY HEAT LOSS FOR ROOM - 6,805 EnergyPro6.7by EnergySoftUser Number: 1348RunCode:2016-03-31T09:40:22 ID: 126976 ___Page 20of 23 f .,. ..- • • - - •-. RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #3 1 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 938.7 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) 346.0 X 0.1020 X 14.0 = 494 R-13 Wall (SW) 333.7 X 0.1020 X 16.0 = 545 R-13 Wall (SE) 149.0 X 0.1020 x 16.0 = 243 R-13 Wall (NVV) 27.0 X 0.1020 x 15.2 = 42 13 Wall 208.5 X 0.1020 X 0.0 = 0 R-19 Roof Rafter 797.4 x 0.0560 X 0.0 = 0 R-30 Roof Rafter (N) 141.3 X 0.0360 x 42.0 = 214 x x x x Page Total 1,537 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 + 24.0 x 28.6 = 686 Windows (NE) 0.0 X 15.7 + 10.0 X 28.6 = 286 Windows (NE) 0.0 X 1.5.7 + 25.0 X 28.6 = 714 Windows (SW) 0.0 x 15.7 + 48.8 X 26.4 = 1,289 Glass Doors (SE) 0.0 X 15.7 + 64.0 X 26.4 = 1,690 x + x x + x x + x x + x Page Total 4,664 Internal Gain Btu/hr Occupants 2.8 Occupants X 245 Btuh/occ. = 690 Equipment 939 Floor Area X 1.00 w/sqft Infiltration: 1.0781 x I 0.551 x I 38.881 X I -I = 114 Air Sensible CFM ELA ET TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 10,209 Latent Gain Btu/hr Occupants I 12.8 I Occupants X 1551 Btuh/occ. = 436 Infiltration: 4,834 X I °•I X I 38.881 X I 0.001001 = 103 Air Sensible CFM ELA EW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 719 EnergyPro 6.7 by EnergySoft User Number: 1348 RunCode: 2016-03-31T09:40:22 ID: 126976 Page 21 of 23 0.0 X X X X x 15.7 + + + + + + + + + 76.3 X X X x X x X X X . 28.6 = = =. = = = = = = 2,179 21.0 . 15.7 0.0 26.4 330 6.8 15.7 0.0 . . 26.4 107 31.6 15.7 21.4 26.4 1,061 35.0 ' 15.7 59.0 26.4 2,107 14.9 - ' 15.7 10.1 26.4 501 0.0 15.7 12.5 28.6 357 0.0 15.7 35.0 28.6 1,000 0.0x L- 12.0 . 72.4 868 (NE) (SW) (SW) (SW) (SE) (SE) (NW) (NW) (N) RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date HOUSE #3 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 1,384.3 Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature . 78 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area - U-Factor ' CLTD - Btu/hr R-19 Floor No Craw/space. R-13 Wall R-13 Wall R-13 Wall R-13 Wall . *R..19 Floor No Craw/space *R19 Roof Rafter R-30 Roof Rafter 141.8 X X X X X X X x 0.0490 X X , X X X x x . 9.0 = = = = = = = = = 63 536.5 0.1020 14.0 766 532.0 0.1020 . 16.0 868 111.4 182.9 445.2 0.1020 16.0 182 0.1020 15.2 284 - 0.0490 0.0 0 570.4 0.0560 0.0 0 801.9 - 0.0360 42.0 1,212 x _____ Page Total 3,375 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 Glass Doors Windows Windáws Glass Doors Windows Windows . Windows - Skylight Page Total 8,510 Internal Gain Occupants - 4.2 Occupants X 245 Btuh/occ. Equipment - 1,384 - Floor Area X 1.00 w/sqft Infiltration: I 1.0781 X 0.551 X ____ X = ___________ Air Sensible CFM ELA -- T - TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM Latent Gain Occupants - I 142 I Occupants X I -1551 Btuh/occ. Infiltration: I 4,8341 xl . . °•I x I 57?41 x I 0.001001 = - Air Sensible, CFM ELA - tW a TOTAL HOURLY LATENT HEAT GAIN FOR ROOM Btu/hr 1,017 4,725 169 17,796 Btu/hr = . 644 151 1,083 Page 22 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name . Date HOUSE #3 . 3/31/2016 ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Outdoor Dry Bulb Temperature 83 OF Floor Area - 580.5 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-13 Wall ' (NE) .220.0 X - 0.1020 X . 14.0 = 314 R-13 Wall ". : (SW) 235.5 X 0.1020 x 16.0 = 384 R-13 Wall .(SE) 100.9 x 0.1020W x 16.0 = 165 R-13 Wall (NW) 124.4 x .0.1020 x 15.2 193 R-21Roof Rafter ..'-, (N) ; _580.5 X 0.0520 X .42.0 = 1,268 . - x x• - .' x •:= ____ x # x r x ..x -•4 = Page Total 2.324 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 + - 42.0 X 28.6 = 1,200 Windows (NE) 0.0 X 15.7 + 8.0 x 28.6 = 229 Windows (S K9 0.0 ) • .15.7 + 34.5 X 26.4 = 911 Windows . . (SE) 26.8 X 15.7 + 9.2 X 26.4 = 663 Windows (NW) 0.0 X 15.7 + 12.5 X 28.6 = 357 + .-x • = - -. . .,. x + .x x + L x = E:~ Page Total Internal Gain ... . .. : Btu/hr Occupants 1.7 Occupants . X ,245 Btuh/occ. = 427 Equipment 581 Floor Area X 1.00 w/sqft, . . = 1,981 Infiltration: 1.0781 )( I_°I I_24.051 )( I = .. . 71 Air Sensible . CFM ELA AT . . . TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM .. •.. . 8,163 Latent Gain 'Btu/hr Occupants __I 11.7 I Occupants X I_155 Btuhlocc. Infiltration: I_4,8341 X I_°•I X I_24051 xl_o.00lool Air Sensible CFM ELA AW . .-.- TOTAL HOURLY LATENT HEAT GAIN FOR ROOM - . -- . 425 EnergyPro6.7 by EnergySoftUser Number: 1348RunCode:2016-03-31 T09:40:22 .ID:126976 ,.-Page23of 23 S , S a , a Page 1-20 Conditioned Floor Area compliance (see Climate Zone below), designdata' includes the typically warmest.' :. and coolest outdoor temperatures that a building is likely to experience in an average year in its particular location Temperatures are from the ASHRAE publication,. SPCbX, 'Climatic Data for Region X - Arizona, California, Hawaii, Nevada, May 1982 edition (see Appendix - -: - - C). For heating, the outdoor ,design temperature is theWinter Median of Extremes. A higher temperature is permitted, but no lower than this value. For . cooling the outdoor design temperatures must be the 1 0 percent Summer Design Dry Bulb and the 1.0 percent Wet Bulb columns If a building ldcation is not listed the local enforcement agency may determine the location for which data is available that is closest in its design characteristics to the actual building site ' - + 1.8 Conditioned Floor Area r Conditioned floor area (CFA) is the total floor area (in square feet) of enclosed conditioned space on all floors of a building as measured at the floor level of the 'exterior surfaces of exterior walls enclosing the conditioned space. [101] This term is also referred to in the Standards simply as the floor area ' This is an important value fb the purpose of compliane since annual energy use is divided by this value to obtain the energy budget In the prescriptive packages, the maximum fenestration area is expressed as a percentage of this value CFA is calculated from the plan dimensions of the building; including the floor, area of all conditioned and indirectly conditioned space onall floors. It includes a. lofts and mezzanines but does not include covered walkwas, open roofed-over -t- areas, porches, pipe trenches, exterior terraces or steps,chimneys, roof '. overhangs or parking garages. Unheated basements or closets for central gas r forced air furnaces are also not included unless shown to be indirectly conditioned -. The floor area of an interior stairway is determined as the CFA beneath the stairs -' and the tread area of the stairs themselves See Figure 1-2 for an example of how CFA is calculated. 4 ' aAll - I I a 4 ' , +• . - ' ,. - .,-' 4. .- . - -. - . .•1 -, - . - .4 a a' - -" I'. - ' . '- -'.- - . -• a a," Introduction - Where to Get Help Page 1-21 1 -- --. - 5-- 5 - 'p r -? -4 -- * - t - * Fr Figure 1-2 E Total Conditioned Floor Area • SI 1.9 Where to Get Help - The Energy Commission has a number of resources to help designers, builders, homeowners and others understand and apply the Standards r • 1.9.1 Energy Commission Publications and Support , - • :-- 'p * Telephone Hotline 4 If the information contained in the Standards or this compliance manual are not . •• sufficient to answer a speëific question concerning copliance or enforcement, Ij technical assistance is available from the Energy Commission Energy Hotline - You can reach the Energy Hotline on weekdays from 8 a.m. --noon and 1 p.m. - - -' 4:.30 p.m.: 06 (800) 772-3300 4 - 4 .- -- -' -. - - •'- - (916)654-5106 - 'Al 5- 5 4• 2008 Residential Compliance Manual r August 2009 5 1 * * -, - -. .4 . .4. - •• 4i - r -, -.-- t ( i Qh Department i of CERTIFICATION OF Development Services . SCHOOL FEES PAID.- . . B 1635 Faraday Avenue uilding Cd1sbad,B-34 •. -. •. 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 #3 Building Permit Plan Check Number CB154617 .. .- . . ... 4 't-.'" • Project Address 165 CHINQUAPIN AV - ., ._•_!_.__.__i . A P N 206-070-02-03 Project Applicant (Owner Name) IRREG INVESTMENTS LLC 10261 Project Description NEW SFD 4 •.. ., -• Building Type Residential: . 1 NEW DWELLING UNIT(S) -: •• ri .. - . 2,722 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU • . Residèntiál Additions: Net Square Feet New Area . . . . .• . Commercial/Industrial: Net Square Feet New Area City Certification of j/2 41 Applicant Information: C2/&.i YLWt pate 0111512016 --- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD-. . ..•., Carlsbad Unified School District D Vista Unified School District fl San Marcos UnIfied Séhool District 6225 El Camino Real 1234 Arcadia Drive 2.55 Pi co A V e S te . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 . Contact: Nancy Dolce (By Appt. Only) — F] Encinitas Union School District- [:1 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 - (760-753-6491x 5514) . r . .. (760-944-4300 x1166) . - . . •1 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 requestsan 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. ' v-)---------- / / Signature: . . . Date: - .. . .4-1/ , - - • - B-34 t 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: V 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. V SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE V H V NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL DATE CARLSBAD, CA 92009 PHONE NUMBER B-34 Page 2 of 2 Rev. 03/09 _ 1 206-070-02-01 175 Chinquapin Ave 2 - 206-070-02-02 171. Chinquapin Ave - -- -3 - 20607002 165 Chunquáin Ave C I T V 0 F 1 CARLSBAD Community & Economic Development MS 15-02 Street Addressing November 23, 2015 AFVQ 206-070-01 AFM JE-413- 15 - Unit l-175 - -I-s—z--c--a-.t--.---s—t--.a....r-c .4Pk 1O6-fl_13-11 - Unit2171 2OO-15 APt425-013.i2 Unit 3-165 .- AFft2U..D7O9 KEY MAP wT ( Valuation $436,579 .4 Comm/Res (CIR) C Building Fee $182241 Plan Check Fee $1,275.69 , Strong Motion Fee , $92.00 Green Bldg Stand Fee $1600 - Green Bldg PC Fee $15000 LicenseTax/PFF $15,28027 License Tax/PFF (in CFD) $7,945.74 CFD 1St hour of Plan CheckF ire Expedite Plumbing TBD Mechanical TBD Electrical TBD : Type of Wqk Area of Work Multiplier VALUE SFD and Duplexes 2,722 $13932 $379,773.44 Residential Additions $166.81 .$0.00 Remodels,/ Lofts $45.78 $0.00 Apartments & Multi family $124.35 $0.00 Garages/Sunrooms/Solariums 463 $36.40 $16,853.20 Patio/Porch 286 $12:13 ,$3,469.18 Enclosed Patio 1 $19.71 . '$0.00 Decks/Balconies/Stairs 481 $19.7l.-$9,480.5i RetainingWalls, concrete,masonry $24.26 $0.00 Pools/Spas Gunite I $51.56 $0.00 TI/Stores, Offices $45.78 -$0.00 TI/Medical restaurant H occupancies $63.70, $0.00 Photovoltaic Systems! # of panels $400.00- ' $0.00 $000 $000 \ $000 $000 $000 $000 -, $000 - $000 Fire Sprinkler System 3,185 $3.'94 $12;548.90 Air Conditioning commercial $6-37 '$0.00 Air Conditioning residential 2,722 $531 $14,453.82 Fireplace/ concrete masonry $4,883.11 $0 00 Fireplace! prefabricated Metal": $3,319.61. $0.00 $000 $000 TOTAL . . $436,579.05, 1 .4 n PLUMING, • Development Services t C' nf ELECTRICAL, •DWOn ¼.. 'J ' MECHANICAL .. 1635 Faraday Avenue Carlsbad. WORKSHEET .•' •. 8-18 .ProlectAddress(b C4kU-1 (QtJi?U J emiitNo:' P btoL bebV fO1*Ofl the *bc%m rnefC. dPCm1 This (gnu most be cometeted oud returned to tbo Bufldn DMsion before te permit can be sseo4, Building Dept. )% (760)6024558 V Numberof new oruocaedfiule,tups4or floor th...........j1 New building sewer line? __....... yes D( No____ Number of new roof draIns?. - e?_..._____ ___ ___• V V ___ Numherofnewwaterhetters?_VVV V Number of rtaw, relocated or riepkwmd gas outlets?................................................................... V Number of new hose Resident V * V 41 V New-leaded sice Number of new amps: V MIner Remod OnIV7 Ves____ No X CidofItndwtrkd: • Tenant Improvement. Number of existing amps involved/n thi prQ/et;, Number of new amps I iuedh, thk mth -; New Carntiudseir Amps per Panef - V • Sinule Phase V*V**fV** VV*V Vf**Vtff Number of new amperes V,• V V Three ........ Number of new cin V Three P)C1$$ V4,8)...............S *ft****tIA•Su*u**SIfl*$Vf ft.3js1ber of tpe , V V Number of new furnaces,. NC, or heat pumps? New or relocated duct irh? ......... ....4tttI$*t4,,*tfltflt ....ft...........t.,,,,tfl,t,.$t,fl... VesV._V_X,._ No Number of new fI -epIac&................. ...................._....... ..... .....,.. .........................,. çzS Number of new exhauA V Re ullnstafl t? Number of new exhaust booth?.......... .. .............. ............... .....L Number of new boflers orcornpresson?___...... _ ._ Number of HP _ V - V V 8-18 V Page 1 of I V ,. -' - Rev. 03109 - VV • 4 V • - V V :....¶- !_',; . -. City of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 09-13-2016 I Plan Check Revision Permit No PCR16161 Building Inspection Request Line (760) 602-2725 I r Job Address 165 CHINQUAPIN AV CBAD Permit Type: PCR . . Status, ;ISSUED-, Parcel-No:, 2060700203 Lot #: '01 Applied: 08/16/2016 Valuation: ' $0.00 Construction Type:, SB Entered By: JMA , Reference #:. CB154617 . -, Plan Approved: 09/13/2016 PC # I Issued 09/13/2016 Project Title: . , •. & WIND. ,DOOR 4 & OTHER REVISIONS . . InspectArea: ' 4 .4 1 '1- ,,, .. I. •I t I Applicant . Owner STEVE SHACKELTON .-'-- - 1 4 760-889.-2600 .- Plan Check Revision Fee . . . . $107.50 ; Fire Expedited Plan Review. $0.00, Additional Fees -. $0.00 I I. Total Fees $107.50 Total Payments To Date $107 50 Balance Due $0.60 S*- ,4' -I. *•;_ Al - S . •. . - '.4 .- - . . , - .- - • 4-. . . - 4-e. •. . _ . , -eN - . . ••, . . -' !' '• . - . • , -- I 4 • . 4. - -- 4 a_c - 4 1 4 4'. ¶' . _*•.-_ - . - '_ . S . , -- , - •5 - .... • .-- .. S. •,, •--r •- '*5 .54 .4 , 4 •• - . _. .4 - 4 (City of PLAN CHECK REVISION PyeIoPmentS:rvices Building Division APPLICATION 11635 Faraday Avenue Carlsbad B45 760-602-2719 www.carisbadca.gov PlanCheck Revision No. "141 10riginal Plan Check No. 7 Project Addresfl. JUPN iV %WD Date Contact EV+.'Ck4k$ Ph 76-0 —989 -D4)C Fax Ernaii5V LH)T&crO oM S Contact Address )I C" b Vr-City F, JVC, I A/ J TAS Zip ao- 0 Gehëral Scope of Work S Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 01. Elements revised: Plans E Calculations E] Soils nergy IJOther r •2 J O Describe revisions in detail 0 0 0 0 0 0 0 0 0 03 0 List page(s) where each revision is shown 0 4 List revised sheets that replace existing sheets L *3-S,C1+Ai&. It ,' H 0 2:wws -1 b 2'\ 173-i 3 lk J . 0 0 0 0 14 c 14 "cz rc 7 •0 • 0 0 0 0 • 0 0 00 /Jb fr'J • 0 0 0 0 6 a P DOA/P3P- S 59 Does this revision in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? E Yes rXI No Does this revision affect any fire related issues? E Yes No 0 S. Is this a complete set? 0 Yes No 0 0 0 15S1gnature 0 0 0 0 1635 Faraday Avenue Carlsbad CA 92008 Eb 760-602 2719 Ex 760-602.4558 buiiding@carisbadca gov 0 0 0 wwwcbadcagv 0 0 •( ,S4 • ••S . * •• ' EsGil Corporation 5 In cPartners/izp with coveme$ 'for Bui(dng Safety - DATE Sep 7, 2016 E l CRIS'. LICANT ________________ • ' JURISDICTION of Carlsbadj 0-PLAN REVIEWER 0FILE PLAN ¼CHECK NO 15-46 17 rev(PCR16-161) SET u; PROJECT ADDRESS 165 Chinquapin Ave - 4 4 PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes S 45 LII The plans transmitted herewith will substantially comply with the jurisdiction's 5 codes when minor deficiencies identified below are resolved and checked by building department staff. F' 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 isfor your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck The applicarit's copy of the check lit is enIoêed for' the jurisdiction to forard to the applicant contact person. ••• ' - S 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 LI EsGil Corporation staff did advise the applicant that the plan check has been completed Person contacted- Telephone # , Date contacted '- (b() Email 'Mail •5Telephone, Fax In Person C • •: • .4 LII REMARKS 'I By Rich Moreno ' Enclosures Approved set 15-4617 EsGil Corporation LIGA EEJE MB • PC Aug3O,'2O16 r ' • •- -• '' - S '- t -. • -• : ••• . ' ' 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 •Fax (858) 560-1576 : -4 S .• 4. 5. • 4. - - 4. 5. ' - I • •,••••, r•.u, - • r• • ••- - .•• -' * 5, _4*• I 5' [Job No. V J Designed V Date ----i:-- 00. T15 'V' V V V 2"/lOfZDUo iJ V CV• San Diego - 24288 DanIelson Street, Suite 8 2 0 0 . PowCy, CA 92064, (858) 679•8989, Fax (858 ) 6 7 9 - 6 9 5 9 , Las Vegat (702) 505 8225 Buy Area (530) 759-9399 Los Angeles 16 -• :V 0315 4(141 ' STRUCTURAL CALCULATIONS PROJECT:,09- Nin 3 1 LK STR4CTXVAL ENG RS,LLP DESIGN ASSUMPTIONS - CONCRETE STRENGTH AT TWENTY EIGHT DAYS Psi MASONRY: GRADE "N" CONCRETE BLOCK FM= PSI MORTAR: TYPES: 1,800 PSI GROUT 2000 PSI REINFORCING STEEL: A615 GRADE 40: #4 AND LESS (U.O.N.) .. GRADE 60: #5 AND LARGER.' ' STRUCTURAL STEEL: A-36 * * LUMBER DOUGLAS FIR LARCH • .' JOISTS #2 BEAMS AND POSTS #2 * STUDS STUD OR BETTER SEISMIC FORCE: c:O.)D REPORT BY: &thctv c..ii E)0c4b41 V.V WIND FORCE W5: 109W E: b REPORT NO j 'iO(,ZS SOIL PRESSURE DESIGN LOADS ROOF DEAD LOAD 'LOAD FLOOR DEAD Y 'WALL DEAD LOAD SLOPING V - ROOFING FLOORING - V.- INTERIOR V 10 PSF PLYWOOD V EXTERIOR V 16 PSF PLYWOOD V -• JOISTS JOISTS V V V INSUL & CLG. : INSUL. & cia •V VV 4 MISC MISC., TOTAL = 1-c TOTAL = )/Q4,4:' )k4s-c ROOF LiVE LOAD FLOOR LIVE LOAD SLOPING INTERIOR 40 PSF FLAT= 70 BALCONY 60 PSF(U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items i n c l 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 y 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 - .-,---- ----' .,., ------. e. - .•_• . .-••_4 '-' - - GfrA -cs _zj!c c - 3L44 - . L Wja: ± o TR K L7i7j1t/L,. - - .....Li - -- I L_LLJ' iLJ PSI 3 \3c)4 4A —I!--. 89 - .._.i__ -.----- __4.._.• --,,.----.- - - -. r--—r ---- •••.. -..-------. ni gji +cs! c .2 - - jSL3cxj.IS t . —i-- --- ---- ffT - .- ,._.-•_-•-__•_ - = ___.___(__* ..___ . . _*___!• - - . •_•_•_ 4 . . ____ _-. •'.--_.-_-- - ••r . A. . _=__, ---...=-•=-. - ,4=__..,-.--_ ---.-.-...= ---..--. I - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - CF1R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, Thu, Jul 14, 2016 Pagel ofll Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml GENERAL INFORMATION. * 01 Project Name 165 CHINAQUAPIN AVENUE. 02 Calculation Description Title 24 Analysis - 03 Project Location 165 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) 2903.5 15 Number of Zones 3 16 . Slab Area (ft2) 938.7 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 (%) 122.1% COMPLIANCE RESULTS Building Complies with Computer Perform '" fl 01 .02 er- * This building incorporates featuresthat reqre field-testing and/or verification by a certifi•edHERS ratunderthe supervision of a CEC-approved HERS provider. -. ' ui 03 This building incorporates one'oimore Specl Features shown below V R-% #- - "S !*;r'i.. . ENERGY USE SUMMARY 04 05 06 - 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 1.79 3.32 -1.53 -85.5% Space Cooling - 5.14 1.92 - 3.22 62.6% IAQ Ventilation 1.31 1.31 0.00 0.0% Water Heating . 9.98 10.19 -0.21 -2.1% Photovoltaic Offset - ---- 0.00 - 0.00 Compliance Energy Total * 18.22 16.74 1.48 8.1% Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Repo HERS :.1 4 CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE ... Calculation Date/Time: 10:42, Thu, Jul 14, 2016 - Page 2 of 11 Calculation Description: Title 24 Analysis - - Input File Name: 126976 SHACKELTON HOUSE #3.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy, performance for this computer analysis. Additional detail is provided in the building components tables below. ' Building-level Verifications: Building Envelope Air Leakage IAQ 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 J - None - ENERGY DESIGN RATING ~04 1 ut %•• ftr fl( " . This is the sum of the annual TDV energy conumptnoMnergy n'pekoranc colind appFach fo thStrard 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. J V ! - Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2 yr) 62.18 60.76 1.48 2.4% * 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 165 CHINAQUAPIN AVENUE 2903.5 1 6 3 0 1 Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - - -. CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE - CalculationDate/Time: 10:42, Thu, Jul 14, 2016 Page 3 of 11 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (It2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 First Floor Conditioned 1st & 2nd Floor HVAC1 938.7 9.5 DHW Sys 1 Second Floor Conditioned 1st & 2nd Floor HVAC1 1384.3 9.5 DHW Sys 1 - 'rhird Floor Conditioned 3rd Floor HVAC2 580.5 8 DHWSys 1 OPAQUE SURFACES - 01 - 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Northeast Wall jFirst Floor . R-13 Wall 45 Back 431.3 59.003 90 Southwest Wall . fFirst Floor R-13 Wall - 225 Front 382.5 48.8 90 - Southeast Wall Firs tFlo or ,,. R-13 Wall 135 Right 213 64 90 Northwest Wall Interior Surface First Floor First Floor>>Garage4' R13 Wall ft /'R 13 Walll 315 Left 27 208.5 0 0 90 Northeast Wall 2 t/./Secondfloor ft R-13'#----- all 45) f Back1 ( 62775 .7625 90 Southwest Wall 2 ff Secdlôor " " i3Vir 25b Front ' 61275 8075 90 Southeast Wall 2 r Second Fl3r L' VN, 3 WalI' f 'J 135 Riht r . 230.4 119 90 Northwest Wall 2 Second Floor R-13 Wall 315 Left 230.4 47.504 90 Raised Floor Second Floor R-19 Floor No Crawlspace 61.1 Interior Surface 4 Second Floor>>_Garage_ R-19 Floor No Crawlspacel 445.2 Northeast Wall 3 Third Floor . R-13 Wall 45 Back 270 50.009 90 Southwest Wall 3 Third Floor R-13 Wall 225 Front 270 34.5024 90 Southeast Wall 3 Third Floor R-13 Wall 135 Right 136.9 36 90 Northwest Wall 3 Third Floor R-13 Wall 315 Left 136.4 12.5 90 Northeast Wall 4 _Garage_ Garage Wall 45 Back 189 0 90 Southwest Wall 4 _Garage_ Garage Wall 225 Front 211.5 0 90 Northwest Wall _Garage_ Garage Wall 315 Left 186 112 • 90 Roof 4 _Garage_ Garage Roof . 18 Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 OPAQUE SURFACES -.Cathedral Ceilings 01 02 03 04 05 06 07 08 - 09 10 Ii - - Name Zone -. Type Orientatio n Area (ft2) Skylight Area (tt2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof - First Floor R-30 Roof Rafter - specify - 141.3 0 3 0.25 14.04 0.1 0.85 0.1 Roof 2 - Second Floor R-30 Roof Rafter -specify- 813.9 12 3 0.25 14.04 0.1 - 0.85 0.1 Roof 3 Third Floor R-30 Roof Rafter specify 580:5 0 3 0.25 - -14.04 0.1 0.85 0.1 ATTIC, 01 . 02 03 . 04 05 06 07 - 08 - Name Construction Type... - Root Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Root Attic _Garage_ Attic Garage Roof Cons - Ventilated 3 0.1 0.85 No No CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD L CF1 R PRF 01 Project Name 165 CHINAQUAPIN AVENUE Calculation Date/Time 1042 Thu Jul 14 2016 t Page 4 of 11 Calculation Description Title 24 Analysis Input File Name 126976 SHACKELTON HOUSE #3 xml I , ,- -4H .-----• .---••-- a 4 HERS PROVWER ........................ .- - . - .. 1 .. - . .. - -- - . .- ,- r - - . -. - •,, - S ... - -.5 • -.. .5-.- - - ,- . .• . . 5. - - 4. . - . . . - . . - * 1' A - - -, , . 3 I - . . . • .• - * 1 - - • - - • .- A • - - • Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, mu, Jul 14, 2016 - Page 5ofll Calculation Description: Title 24 Analysis : Input File Name: 126976 SHACKELTON HOUSE #3.xml WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation-Azimuth) Width (It) Height (ft) Multipli er Area (ft2) 1.1-factor SHGC Exterior Shading Glass Doors Window Northeast Wall (Back-45) 3.0 7.0 1.143 24.0 0.32 0.25 Insect Screen (default) Windows Window Northeast Wall (Back-45) . - 1.3 8.0 1 . 10.0 0.32 0.25 Insect Screen (default) Windows 2 Window Northeast Wall (Back-45) --- ---- 1 25.0 0.32 0.25 Insect Screen (default) - Windows 3 Window Southwest Wall (Front-225) ---- 1 48.8 0.32 0.25 Insect Screen (default) Glass Doors 2 Window Southeast Wall (Right-135) ---- ---- 1 64.0 0.32 0.25 Insect Screen (default) Windows 4 Window Northeast Wall 2 (Back-45) ---- ---- 1 76.3 0.32 0.25 Insect Screen (default) Glass Doors 3 Window Southwest Wall 2 (Front-225) 3.0 7.0 1 21.0 0.32 0.25 Insect Screen (default) Windows 5 Window A Southwest Wall 2 (Front-225) 4.5 1.5 1 6.8 0.32 0.25 Insect Screen (default) Windows 6 Window Southwest Wall 2 (Front-225) 2.5 2.0 10.6 53.0 0.32 0.25 Insect Screen (default) Glass Doors 4 Window . Southeast Wall 2 (Right-135) 11.8 8.0 1 94.0 0.32 0.25 Insect Screen (default) Windows 7 Wind. - '-Southeast Wall 2 (Right 135) 50 50 1 250 0.32 0.25 Insect Screen (default) Windows 8 Window 2 (Left315) 25 50 Ir 1 125 032 025 Insect Screen (default) Windows 9 Window // Northwest WaIl2(Left3i5) t. f 40 ok 30 2 9i j 0'15.0 032 025 Insect Screen (default) Skylight Skylight /)* 4Q Roof 2(c ) 1 J 2,,9 032 0.25 Glass Doors 5 Window , ' Northeast/lI 3(BacI45) p j 67 -,% _209 42 0 0 32 0 25 Insect Screen (default) Windows 10 Window Nartheast Wall 3(Back-45) 8.0 0.32 0.25 Insect Screen (default) Windows 11 Window Southwest Wall 3 (Front-225) 1.9 5.0 3.594 34.5 ' 0.32 0.25 Insect Screen (default) Windows 12 Window Southeast Wall 3 (Right-135) 3.0 4.0 3 36.0 0.32 0.25 Insect Screen (default) Windows 13 Window Northwest Wall 3 (Left-315) 5.0 2.5 1 12.5 0.32 0.25 Insect Screen (default) DOORS 01 02 . 03 04 Name Side of Building . Area (ft2) U-factor GarageDoor - Northwest Wall . 112.0 1.00 Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 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 . 1.5 . 0.1 . 2 2 - 0 0 0 . 0 0 0 0 0 0 Windows 1.5 ' 0.1 2 . 2 0 0 0 0 . 0 0 0 0 0 Glass Doors 3 8 10.1 8 8 0 0 0 0 0 0 0 0 0 Windows 5 - 8 , 0.1 8 8 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 4 - 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 7 2 0.1 2 2 0 0 0 0 0 0 0 0 0 Windows 8 8 0.1 8 8 0 0 , . . - 0 0 0 0 0 0 0 Windows 9 1 5 ' 0.1 2 2 0 0 0 0 0 0 0 0 0 Glass Doors 5 Q5 '0 2 0 0 0 0 0 0 0 0 0 Windows 11 05 01 O 0 0 0 0 0 0 0 Windows 12 25 ' 01 2 0 0 U 0 0 0 0 0 Windows 13 25 01 2 2'. oJ 0 0 0 0 0 0 0 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD • , CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, Thu, Jul 14, 2016 Page 6ofll Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml fr ..1ERS,PROVLDE 2. • -••.. . . -. •. •0 - - ... . • '- --V •• .- i :- - .. - - - 4 .• . . - . -. .- - • - . * 4. *- -' L - - -- •- - - •- Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE - Calculation Date/Time: 10:42, Thu, Jul 14, 2016 - Page 7ofll Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.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 Ceilings (below - Cavity/Frame: R-9. 1 /2x4 Garage Roof attic) . Wood Framed Ceiling 2x4 @ 16 in. O.C. R 11 0.083 Over Floor Joists: R-1.ginsul. Cavity/ Frame: no insul. /2x4 Top Chrd - 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs , Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Cavity/Frame: R-13/2x4 I - I Exterior Finish: Wood R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in O.C. R 13 0.095 Siding/sheathing/decking --' Inside Finish Gypsum Board 4 Cavity/Frame R 13/2x4 R-13 Wall 1 Interior Walls ,, i-Wood Fraied Wall 2x4 @) C R 13 0 092 Other Side Finish Gypsum Board 11 It I Inside Finish: Gypsum Board -* H F R c V 0 R Roof Deck Wood Siding/sheathing/decking R-30 Roof Rafter Cathedral Ceilings WoodFramed Ceiling - 210 @ 16 in. CC. -- R 30 0.037 Roofing: Light Roof (Asphalt Shingle) Floor Surface: Carpeted Floor Deck: Wood Siding/sheathing/decking R-19 Floor No Crawlspace Exterior Floors Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.050 Cavity/Frame: R-19/2x6 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 (if2) Perimeter (if) Edge Insul. A-value & Depth Carpeted Fraction Heated Slab Floor First Floor 938.7 114.2 None 0.8 No - Slab Floor 2 _Garage_ - 463.2 65.2 None 0 No Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - - CF1 R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, Thu, Jul 14, 2016 Page 8 of 11 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml - BUILDING ENVELOPE - HERS VERIFICATION - 01 02 03 - 04 Quality Insulation Installation (Oil) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Required 1958.9 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number 01 Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02h 03 04 05 06 - 07 08 Tank Exterior Tank Volume Energy Factor or Insulation Standby Loss Name Heater Element Type Tank Type (gal) Efficiency Input Rating R value (Fraction) DHW Heater 1 N Natural Gas" _Small Storage 50 058 40000 Btu/hr 0 004 WATER HEATING -HERS VERIFICATION 1; 01 ' 02 06 07 Name Pipe Insulation ja - - Parallel Piping -- .' Compact Distribution L. Point-of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 -- -- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name - System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling Heating Component 1 System Cooling Component 1 HVAC Fan I Air Distribution System 1 SPACE CONDITIONING SYSTEMS 01 - 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Heat Pump System 2:Air Distribution System 2:HVAC Fan 2:2 Heat Pump Heating and Cooling System Heat Pump System 2 Heat Pump System 2 - HVAC Fan 2 - Air Distribution System 2 Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 - Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, Thu, Jul 14, 2016 Page 9 of 11 Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml HVAC - HEATING UNIT TYPES - 01 . ' 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel-fired central furnace 80 AFUE 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 - I - Efficiency Multi speed Name System Type - EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 ISplitAirCond if - 6 14 tNot Zonal* Single Speed Coolin Component g 1 hers cool - j HVAC COOLING - HERS VERIFICATION .; --- 01 02 03 4 d4' - 05 06 Name - Verified Airflow . Airflow Target Verified EER • Verified SEER Verified Refrigerant Charge Cooling Component 1-hers-cool Required 350 Not Required Not Required Not Required Heat Pump System 2-hers-cool Required - 350 Required 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 Sealed and tested 6 Conditioned zone (VLL) Air Distribution SystemlCod None 2-hers-dist - Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency. Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - CF1R-PRF-01 - Project Name: 165 CHINAQUAPIN AVENUE Calculation Date/Time: 10:42, Thu, Jul 14, 2016 - Page lOofli Calculation Description: Title 24 Analysis Input File Name: 126976 SHACKELTON HOUSE #3.xml 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 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 r - 01 --'V 02 03 Name -- VerifieA,Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 hers fanf ( Pr"'uire . 058 HVAC Fan 2-hers-fan j - Fequired 058 F •_, lAO (Indoor Air Quality) FANS • IIi.> r t... V Li it *1. 01 02 03 04 05 06 Dwelling Unit lAO CFM lAO Watts/CFM lAO Fan Type lAO Recovery Eftectiveness(%) HERS Verification SFam lAQVentRpt 81.535 0.25 Default 0 Required PROJECT NOTES www.title24data.com e-mail: title24@frazmtn.com "One Day Service" since 1978 Registration Number: 216-N0273991A-000000000-0000 Registration Date/Time: 2016-07-22 13:55:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-07-14 10:43:53 a I CERTIFICATE OF COMPLIANCE RESIDENTIAL PERFORMANCE COMPLIANCE METHOD * CF1 R PRF 01 Project Name: 165 CHINAQUAPIN AVENUE . Calculation baterrime: 10:42, Thu, Jul 14, 2016 Page 11 of 11 - Calculation Description Title 24 Analysis . Input File Name 126976 SHACKELTON HOUSE #3 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 2016-07-22 09:56:57 Address: - - - CENHERS Certification Identification (If applicable): - 633 Monterey Trail R-13-14-10053 City/State/Zip: Phone: Frazier Park, CA 93225 . 661-245-6372 - RESPONSIBLE PERSONS DECLARATION STATEMENT certify the following under penalty of perjury, underJthe 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 featiFes identified:om this Certificate of Compliance are consistent with the information provided on other applicable compliance documents worksheets calculations plans ad specifications submittedg ,e enforcement 2ny9ç apprqva? with this building permit application Responsible Designer Name Reponsible Designer Sign iture Stephen Shackelton Company: p Date Signed- V o. 2016-07-22 13:55:00 Shackelton Design Group Address: - - License: - 1106 2nd Street, #359 N2589545 • City/State/Zip: - Phone: - Encinitas, CA 92024 . 760-889-2600 Digitally signed by CaICERTS This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0273991A-000000000-0000 _ . Registration Date/Time: 2016-07-22 13:55:00 . HERS Provider: - CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 -' Report Generated at: 2016-07-14 10:43:53 city of Carlsbad Will! Print Date: 04/02/2018 * Permit No: PREV2016-0015 Job Address: 165 Chinquapin Av Permit Type: BLDG-Permit Revision 'Work Class: ResidentiaI Permit Revisi' Status: Closed - Finaled Parcel No: 2060700203 Lot #: Applied: 12/02/2016 Valuation $ 418,054.00 Reference # DEV14049 Issued Occupancy Group Construction Type Permif 04/02/2018 * I . Finaled: U Dwelling Units Bathrooms Inspector PBurn Bedrooms Orig. Plan Check U Final Plan Check U Inspection Project Title: - CARLSBAD LAGOON HOMES . . Description RESDNTL SFD CARLSBAD LAGOON HOMES 3 STORY 2,722 LIV / 463 GARAGE /465 SF DECKS Applicant Owner RINCON REAL ESTATE GROUP INC RREG INVETMENTS SERIES LLC SERIES I 026 3005 5 El Camino Real 3005 South El Camino Real San Clemente CA 92672-3438 SAN CLEMENTE CA 92672-3438. 9496373254 9494385494 S FEE . - - AMOUNT, TotalFees Total Payments To Date Balance Due S 55 S -• 5 -. * -.5 _q- - - _..1- 5•5 . * a I - •., IS - - 1 * - S•• .5 5 .• ., . S - • . p . S 5 S •*_ _.._4.- - is S ,•- .- _5, _.S S * * . _I - - •1 1635 Faraday Avenue Carlsbad CA 92008-7314 1 760-602-2700.1 760-602-8560 1 I www carlsbadca gov -- - . .. . - . - •I.4 •. - 4 Building Division CCit of PLAN CHEK REVISION PveIoPmentSerwces APPLICATION .' .'.' .1635FaradayAveriue- I ir1sIic1. B-I 5 760 602 2719 1V2oI Plan Check Revision No Original Plan Check No 15-4617 Project Address 165 CHINQUAPIN Date 11/17/16 Contact STEVE SHACKELTON Ph 760-889-2600 Fax Email STEVE@SHACARCHITECTURE COM Contact Address 1106 SECOND ST #359 City ENCINITAS Zip 92024 General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person 1 . Elements revised FV_ J Plans J Calculations J Soils Energy J Other - 2. '- Describe revisions in detail .. . 3. List page(s) where - each revision is shown . : 4. List revised sheets that replace existing sheets ROOF OVERHANG TRIMMED TO 6" OVER WALL @ ROOF DECK ' A3-22 A3-2.2: * - . - '- I ; .• ., . .- ..__ * 4 4 4- - I .- - •$ . I..,. •4 4 1 I - & I 4 4- '* : Does this revision in anyway, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? El Yes No Does this revision affect any fire related issues? El Yes No Is this a complete set? EJ Yes No 'Signature 1635 Faraday Avenue, Carlsbad, CA 92008 b: 760-602- 2719 Ex.".76O-602-8558 'Email: building@carlsbadca.gov4 www carlsbacica gov - -. . . , • .4. 4 * 4-'