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Home My WebLink About235 HEMLOCK AVE; ; CB161170; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 01/08/2018 Residential Permit Permit No: CB161170 www.carlsbadca.gov Job Address: 235 Hemlock Av Permit Type:. BLDG-Residential Work Class: Condo Status: Closed Finaled Parcel No: 2042700402 Lot #: Applied: 03/25/2016 Va~uation: $493,660.00. Reference DEV15014 Issued: 08/24/2016 Occupancy Gr6up: Construction Type: Finaled: # Dwelling Units: Bathrooms: Inspector:. PBurn Bedrooms: Crig. PlanCheck #: Plan Check.#: Project Title: GARFIELD CUSTOM BEACH HOMES Description: RESDNTL - CONDO SPEC HOME= NEW 3,15'6 SF LIVING 511 SF GARAGE// (3) DECKS 542 SF. Applicant: Owner: r RINCON REAL ESTATE GROUP INC RREG INVESTMENT SERIES LLC SERIES 1019 KEVIN DUNN 3005 S El Camino Real 3005 S El Camino Real San Clemente, CA 92672-3438 San Clemente, CA 92672-3438 949-637-3254 949-351-4621 Total Fees: Total Payments To Dat~: Balance Due: I 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 imposi tion 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 s6bsequent 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 ~bnnection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previous'ly. been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 08-24-2016 Residential Permit Permit No: CB 161170 Building Inspection Request Line (760) 602-2725 Job Address: 235 HEMLOCK AV CBAD Permit Type: RESDNTL Sub Type: CONDO Status: ISSUED Parcel No: 2042700402 Lot #: 0 Applied: 03/25/2016 Valuation: $493,660.00 Constuction Type: 5& Entered By: LSM Occupancy Group:* Reference #: MS150011 Plan Approved: 08/24/2016 # Dwelling Units: 1 Structure Type: Issued: 08/24/2016, Bedrooms: 5 Bathrooms: 4 Inspect Area: Orig PC #: Plan Check #: Project Title: SPEC HOME= NEW 3,156 SF LIVING 511 SF GARAGE// (3) DECKS = 542 SF. Applicant: Owner: KEVIN DUNN RREG INVESTMENTS SERIERS 1019 3005 EL CAMINOL REAL 3005 EL CAMINOL REAL SAN CLEMENTE CA 92672 SAN CLEMENTE CA 92672 949-438-5494 949-438-5494 Building Permit $2,024.76 Meter Size FS1 Add'I Building Permit Fee $0.00 Add'I Recl. Water Con. Fee $0.00 Plan Check $1,417.33 Meter Fee. $356.00 Add'I Plan Check Fee $0.00 SDCWA Fee $4,963.00 Plan'Check Discount $.0.00 CFD Payoff Fee $0.00 Strong Motion Fee $64.18 PFF (3105540) $8,984.61 Park in Lieu Fee $0.00 P~F (4305540) $8,293.49 P~ark Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541)' $2,528.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee. $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL- $192.00 RenewalFee $0.00 ELECTRICAL TOTAL $89.00 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $111.02 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee, $4,515.00 Pot. Water Con. Fee $3,934.00 Housing Credit Fee $0.00 Meter Size FS1 Master Drainage Fee ( $0.00 Add'I Pot. Water Con. Fee $0.00 SewerFee $881.00 Recl. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $20.00, Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $163.00 TOTAL PERMIT FEES $38,536.39 Total Fees: $38,536.39 Total Payments to Date: $38,536.39 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE Please take NO-nCE that appu,-A of your project indudes the "InTmitiory of fees, dedications, reservations, or other exactions heater oollectively referred toas"feestexactions " You have 90 days frcmthe date this perrnit w~s issued to protest inposition of these fees/exactions. If you protest thern, you rrust follow the protest procedures set forth in Governrnent Code Section 66OX(a), and file the protest and any other required inforrnation with the City Manager for processi rig in accordance Wth Carlsbad Mndpal Code Section 3.32.030. Failure to tirrely follow that procedlure will bar arry subsequent legal action to attack review set aside, void, or anntil their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified feestexacticris DOES NOTAPPLYto "der a-d saw connechcn fees and capacity charyjes, nor planning, zoning, grading or oth er sirrilar application processing orservioe fees in connectionWth this project. NOR DOES ITAPPLYto any feestexactions of which vou have m-ontrJv hc*n nvm n NICITIM q*rril;w tn thi% nr a, tn mhirh thp Oph AP rif lirrittinnq K-zq rrpkAri ioJv rtK*rWczA Pyrimri I City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 08-24-2016 Permit No:SW 160299 Job Address: '235 HEMLOCK AV CBAD Permit Type: SWPPP Status: ISSUED Parcel No: 2042700402 Lot 0 Applied: 06/28/2016 Reference ~: I Entered By: RMA I CB#: C131611170 Issued: 08/24/2016 Inspect Area: - Project Title: SPEC HOME Tier: 1 Priority: L Applicant: Owner: RREG INVESTMENTS, LLC RREG INVESTMENTS, LLC Emergency Contact: KEVIN DUNN 949 637-3254 SWPPP Plan Check - $0.00 SWPPP Inspections $59.00 Additional Fees $0.00 TOTAL PERMIT FEES $59.00 Total Fees: $59.00 Total Payments To Date: $59.00 ".Balance Due: $0.00 4 na Pr- I THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: F1 PLANNING DENGINEERING 'El BUILDING [~ F I ~RE [] 'HEALTH HAZMATIAPCD_l ak I * - Building Perm - it Application Plan Check No. ag I -)o city of 1635 Faraday Ave., Carlsbad, CA 92008 Es.t. Value 1-4 Q`5, 0 Cdri b Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit Iq 1-7. S3 -C s ad email: building@carlsbadca.gov -11 ~0 - 'JSWPl5-P--J' www.carisbadca.gov Date SUITE#/SPACE#/UNIT# A 'r, OA L-0 C-- K— #~N,44-6~ U CT/PROJECT # LOT # JPHASE#-; —J#OFUNITS # BEDROOMS # BATHROOMS TENANTBUKIN NAME CONSTR. TYPE OCC. GROU DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) &J > PAC Iwo C 56, 00 .1 t=1 0 A oil EXISTING71USE PROPOSED USE GARAGE (SF) F) EIKI (SF) FIREPLACE AIR CONDITIONIN V . YES[:]#.' NO pi;g . , -I- - 1 1 - 3K YESNNOV;?J YES NOF] 151 ki &-r-- FA Oil ID I MIA - i j.. :-7:.. ..; .. APEPLICAENTNA E ... 0 Primary Conte JP=J ctffl~ JE1. 4q AQQRESS SSS I F. ADD ESS eiW 5, S ~ roAe , r: STATE ZIP CITY STATE ZIP ~..!444*gm N- PHONE FAX PHONE EMAIL DESIGN PROFIESSIONA NAME CONTRACTOR BUS C, ADDRESS ADDRESS /* STAI E: ZIP Cl STATE ZIP PH NE FAX PHONE FAX at?.41. 24060 EMAIL EMAIL <44 e r, 141 . ?W— —C,40 MI, Arlw STATE LIC. # STATE LIC.# CLAS~s CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City I or Cou n ty wh ic h re' re a permit to constructgalter~timprove, demolish or regair any structure, prior to its issuance, also requires the I r pu t to the Provisions of t 0 a applicant for such permit to file a si ed statement that he is i..n ed r'suui a ns ptor's License Law [C apter 9, commenclingwith Section 7000 of Division 3 of the t , is ...p, t Business and Professions Code) or T he Erefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). 4 Workers' Compensation Declaration: I hereby affirm underpenalty ofpedury one of the following declarations.- E] I have and will maintain a certificate of consent to self-insure for workers'compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work.for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No.:;~~nw:.:::. Expiration Date This section need not be completed if the permit is forone hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code: interest and attorney's fees. )K CONTRACTOR SIGNATURE [jAGENT DATE I hereby affirm that I am exempt from Contractor's License Law for the following reason: EJ 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of comple lion, the owner-builder will have the bu rden of proving that he did not build or improve for the purpose of sale). as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of property who builds or improves thereo n, a nd contracts for such I projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1 personally plan to provide the major labor and materials for construction of the proposed property improvement, E]Yes F—JNo 1 (have / have not) signed an application for a building permit for the proposed work. 1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 1 plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address phone contractors' license number): 1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address phone type of work): )KPROPERTY OWNER SIGNATURE 1-%-GENT DATE YJZm L, X 0 441114 6 vom YOW MCI= (10*1 -W -0.0wift Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 7 0 Yes C3 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No s the facility to be constructed within 1,000 feet of the outer boundary of a school site? 1, 0 Yes , 0 No F ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF, EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction 16nding agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Addres s I cer* that I ln~ve read the applicaton and state that the above information is conlectand that the' information on the plans is accurate. I agree to oornply~ all Cilyor . dinanoes and State lavvs relatng to building constru~don. 'men . . I I hereby authorize representative of the City of Carlsbad to enter upon the ab6e I tioned property for inspection purposes. I ALSO AGREE TO SAVE, INbEMN IFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABILITIES, JUDGMENTS, COSTS AND OMSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OFITHIS PERMIT. OSHA: An OSHA permit is required for excavations over SU deep and demolition orconstniction ofstructures over 3 stories in height.- EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced Wthin 180 days fmm the date of such permit 0 thorized by su permit is spe or abandoned at any time after the work is commenced fdrrniod of 1 da (-emi n 106A.4 Unfform Building Code). I r .&~APPLICANT'S SIGNATfURE AiE A~, .01 7', STOP- THIS SECTION NOT'REQUIRED.FOR BUILDING PERMIT ISSUANCE. Complete the following PNLY if a Certificate of Occuliancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY lCommerciall Projects Only) Fax (760) 602-8560, Email building(cDcarlsbadga. 0 coriiplet- a _qOV ~Mail ~e ed form to City of Carlsb d, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (office Use Only) I CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS - 71W ~TATE ZIP CITY —V STATE. ZIP t,- c arlsbad PHONE t FAX EMAIL CCUPANT'S BUS. LIC. No.*, 0! DELIVERYOPnONS 0 PICK UP: o CONTACT (Listed above) Cl OCCUPANT (Listed abo~e) CONTRACTOR (On Pg. 1) i ASSOCIATED CB#-L-,—' MAIL TO: o CONTACT (Listed above) OCCUPANT'(1-Isted above) J CONTRACTOR (On Pg. 1) 0 NO CHANdE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER:, k. CHANGE OF USE NO CONSTRUCTION f ,KAPPLICAN T'S SIGNATURE D ATE 7' S NP Permit Type-.- BILDG-, Residential Application Date: 03/25/2016 Owner: RREG INVESTMENT SERIES LLC SERIE S1019 Work 61ass: Condo, Issue Date: 08/24/2016 'Subdivisior: Status:~ Closed - Finaled Expiration Date: 03/26/2018 Address: -2M 1-16mlock Av' Carlsbad, CA IVR Number: -713356 Scheduled Actual J , Inspection Type.' inspection No. Inspection Status Primary Inspector Reinspec.tion' Complete Date Start Date Checklist Item COMMENTS Passed BLDG-Building Deficiency. Yes BLDG-23, 020421-2017 Passed Paul Bumette," Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency .Yes 4 05/15/2017 - 05/15/i017 BLDG-17 Interior '_023331-2017.'r_ Passed, Paul Burnette Complete Lath/Drywall Checklist,ltem,' COMMENTS Passed BLDG-Building Deficienc Yes 09/25/201i'' 09/251201'7 BLDG-32 Con4st. OS5616'.2017. Pa'ssed Michael Collins Complete Service/Agricultural( 'Temp). Checklist Item COMMENTS 7 Passed' BLDG-Building Deficiency'-. EIVIR emailed to SIDGE J Yes. 10/13/2017 10/13/2017, BLDG-Fire Final 036919-2017 Passed: Daniel Stowe -4 Complete Checklist Item -~COMMENTS- Passed FIRE- B uilding Final Yes 01/08/2018 01/08/2018 BLDG-Final 045265-2018 passed Paul Bumette' Complete Inspe ction Checklist Item COMMENTS Passed' B.-LDG-Building Deficienqy % Yes BLDG-Plumbing Final'- Yes u BLDG-Mechinical Final Yes,. BL,DG-Structur.al Final Yes t BLDG-Electrical Final: Yes p f t January 08, 2018 Page 2 of 2 PermitType: 'BLDG-Residential Application'Date: Q3/25/2Q16 Owner: RREG INVESTMEN~ SERIES LLC SERIES 1019, Work Class: Condo I Issue Date: 08/24/2016 Subdivision: Status: Closed - Finaled Expiiati6n Date:_ 03/26/2018 Address:, 235 Hemlock Av Carlsbad, CA IVR Number: 713356 Scheduled Actual . Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 04119/2017 BLDG-18 Exterior 620760-2017 Passed Paul Bumette Complete Lath/Dr~wall Checklist liern COMMENTS Passed BLDG-.Building Deficiency No 11/02/2016 11/02/2016 BLDGAI 002202-2016 Passed, Piul Burnette Complete FoundationiFtg/Pier s (Rebar) Checklist Item COMMENTS,, Passed "BLDG-Building Deficienc y No 02/21/2017 02/21/2017. - 014150-2017, Passed - '-Jonathan West Complete Roof/ReRoof (Patio) % Checklist Item COMMENTS Passed BLDG-Building Deficiency, Received height c ertification Yes 03/211/2017 03/21/2017 BLDG-13 Shear 017088-2017 Passed Paul Burnette 'Complete Panels/HD (ok to Wrap), Checklist Item COMMENTS Passed ,BLDG-Building Deficiency % Yes 04/06/2017 04/06/2017 13LDG-84 Rough 0190,98-2017 Failed Paul B6mette Reinspection. Complete Combo(14,24,34,44) "C- hecklist Item COMMENT S Passed BLDG-Building DeficienCy No BLDO-14 No Frame-Steel-Bolting-yyelding.,- - (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Damper~ 04/11/2017 04/10/2017 - BLDG-84 Rough 019428-2017 Passed 'Peter,,Drelbelbis., Compike Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding. (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes -BLDG-44 Yes Rough-Duct.s-Dampers 04/19/2017 BLDG-17 Interior 020422-2017 Passed Paul Bu'rnette Complete Lath/Drywall January 08, 2018 Page 1 of 2 SPECIAL INSPECTION AGREEMENT- B-45 Development Serviees Building Division 1635 Faraday Avenue 760-602-2719 www.carisi~adca.gov In accordance with Chapter 17 of'the California Building Code the folll='ng must be completed when I work being performed requires special inspection, structural observation and con rWerial testing. 1W (IJ L Project/PermitAftPIPILP tu~~VVK Pr jectAdAW_ss.-VM se-btek Ho %4 e 9 VOtA f- * X~ THIS SECTION MUST BE COMPLETED BY THE PROPER WNER/AUTHORIZED AGENT. -Please check if you are Owner-Builder Q. (If you checked as owner~builder you must also complete Section B of this agreement.) Name: (Please (Fir~t) (Last) "N' Mailing Adclr~ssLl] 1060 9_ MJ0 '!E:(J?X66e r[[~r7t dr_~ Emailll- Phone: I am: ElProperty Owner LlProperty Owner's Agent of Record *)<Architect -of Record C]Engineer of Record State of California Registration Number,c Expiration Date: /—Y—;;l AGREEMENT: 1, the undersigned, decla ' re 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 inspectio t ed.on theNproved. p!la a , as r d b the Californ ia Building Code. SignatureL-1-- Date: ~?2 aemTR*efeRL6-STATEMENT . OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be' . completed by the contractor / builder / owner-builder. Contractor's Company Name: 10 Please'check if you are Owner-Bu ilder 0 T Name: (Please print) (First) (Last) Mailing Address:-3!X)i5~ (ALr~-o Rgi4== L" c&e-7E;-7~ CA 9 ?—,b - 7 Phone: !It-(Z_,0eMX1M ~E ~-WNM 07-AT ~.WW't_.111- State of California Contractor's License Number: Expiration Date.: # I acknowledge and, am aware, of special rpquirement~ contained in the statement of special inspections'noted o6 the approved plans; * I acknowledge that control will be exercised to obtain conformal n*ce with the construction documents approved by the building official; I will have in-place procedures for exercising control. within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and..* # I certify that I will have a qualified person within our (the contr actor's) organization to exercise such control. I will provide a rinal repertHefter in compliance with CBC Section 1704.1.2 prior to requestin-g rinal inspection. Signature,—, Date: B-45 Page 1 of I Rev. 081/11 PASCO LARET SUITER ASSOCIATES CIVIL ENGINEERING LAND PLANNING + LAND SURVEYING January 27, 2017 PLSA 2319 City of Carlsbad Building Dept. 1635 Faraday'Avenue Carlsbad, CA Re; Height Certification for: 225 Hemlock St. Permit No. CB161168 (WEST) .235 Hemlock St. Permit No. CB161170 (EAST) To Whom It May Concern* Please be advised that in January 25,- 2017 this office field surveyed the height of the structures on the above referenced project. Based on the lower of existing or natural grade and factoring in the roofing materials,, we have found the building heights to be as follows: Location Height' West Building 29.85', East Building 29.95' - If you should ha,ve any questions in, reference to the, information listed above, please do not hesitate to contact this office. Sincerely, C. Joseph Yuhas, PLS 5211 Principal Land Surveying LS 5211 Pasco Laret Suiter & Associates, Inc., C Cd PACIFIC CONSTRUCTION INSPECTIONS, INC. 12308 Fronsac Street Tel.(619)7784219 San Diego, CA92131 Email. pacilfidnsp2O@yahoo.com ENOM CERTIFIED INSPECTOR'S WEEKLY REPORT JOB NO. __ --JFOR 3 1 1'7'* -COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF REINFORCED CONCRETE 0 STRUCT STEELASSEMBLY 11 SPRAY-APPIIED FIREPROOFING PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM El OTHER Wood 0 REINFORCED MASONRY DEEP FOUNDATION JOB ADDRES5 225/235 Hemlock Ave, Carlsbad 81.11DINGPERMn'UUMBER PLAN FILE NUMBER OWNERORPROJECTIVAME Garfield Custom Beach Homes ARCKITECT Shackelton Design J CONSMMATL MM GRADE ETQ_ UESMUSTRENGrH 5OURCE5FmFGR ENGINEER HTKStructural Engineers DESCRIBE MAn (MIX OESICA RE-BAR GRADE & MFGKWEID-ROD, ETO GENERAILCONTRACIOR Rincon OONM DOING WORTEI) WORK --- Accel Framing I AB RECEIVING &IIESTING COWM MATL sAMPLES INSPECTION DATE ARRIVALTIME DEPAMURFTIME. OEVJIM REPOffr OFWORKIMPECrED L"AnOR OFWMIPAWECTIED TESTSAKIMESTAKEKWOUMEWED, JOB MMOK PW~ ~M ETC P#aLOESOWOMWAnOf4AWLrr-AMMOMCFAtArECALPLAMORWOBLPEFMOEMMOaMMMTVK&gXNEWSOFTESTmwiaummmxT Arrived on site to-provide periodic special inspection of shear waii,nailing at 4" on-c-enter or less at Building #1 and Building #2, levels 1, 2 and 3. keferenced sheet SO.3 Shearwall Schedule and Notes. Inspection included nail spacing, penetration and edge distance. Holdowns, anchor bolts, straps and A35/LTP4's. Sheathing type and thickness are per contract documents. INSPECTOR (PRINT OR TYPE) Mighael idovich SIGNATURE- DATESIGNM. 3 / 14117 CERTIFICATENO. F19q9714 UMMLATION OF COMPLIAMM to the best of our knowledge, ag ofthe repo!ted work, unless otherwise noted, substantWly complies with approved plans. specifications amid applicable sections ofthe building codes.This report covers the locations ofthe work inspected only and does not constitute engineering pin Ion or project control. EsGi.1 Corporaitibin In Tartnership with Government ~~r;,Bu.ifding Safety -DATE: June 21 2016 L3 APPLICANT El JURIS. JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 16-1170 SET: II PROJECT ADDRESS: 235 Hemlock Avenue PROJECT NAME: SFD/ Garage/ Decks for Rincon Real Estate Group The plans transmitted herewith have been corrected where necessary and substantially comply p with the jurisdiction's building codes.. 0 The plans transmitted herewith will sUb§lantially comply with the jurisdiction's building I codes when minor deficiencies identified below are resolved and checked.by building department staff. F1 The plans transmitted herewith have significant defic'iencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. F-1 The check list transmitted herewith is for you I r information. The plans are being held at Esgil Corporation until corrected plans are submittedJor recheck. F-1 Theapplicant's copy of the check list -is enclosed for t he jurisdiction to forward to the applicant contact person. The applicant's copy 6f the check list has been sent to~ EsGil Corporation staff did' not'advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applic , ant that the plan check has been completed. Person contacted: Telephone #: Date contacted: "(by: Email: A~ Mail Telephone Fax 16 Person F-1 REMARKS: By: Abe DolieifteAfor R.F.) Enclosures. EsGil Cor~orafioln GA E J MB F1 PC -5/26/16 9320 Chesa' eake Drive Suite 208 San Diego, Califorrila 92123 (858) 560-1468 Fax (858) 560-1576 P EsGil Corpo-ration In (Partnership with Governmentfor ouiffing Safety DATE: 04/06/16 El PLICANT RIS. ei U JURISDICTION: Carlsbad Ll PLAN REVIEWER El FILE - PLAN CHECK NO.:, 16-1176 SET: I PROJECT ADDRESS: 235 Hemlock Avenue PROJECT NAME: SFD/ Garage/ Decks forRincon Real Estate, Group E] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. F-1 'The plans transmitted herewith'will'substantially comply' with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. F-1 The plans tr6nsmitted herewith have sign'ificant deficiencies identified on the enclosed checklist and should be corrected and resubmitted fof a complete recheck. The check list transmitted herewith is for -your information;., The plans are being held at Esgil Corporation, until corrected plans are submitted for recheck. El The applicant's copy ofthe chebk list is en'dosed for the jurisdiction to forward to the applicant contact person'. The applicant's' copy of the check list ha's been sent to: Kevin Dunn E Mail EsGil Corporation staff did not advise the applic . ant that the plan check has been completed., EsGil Corporation staff did advise' the appli6ant'that th e plan check has been completed. Person contacted: Kevin Dunn Telephone #: (949) 637-3254 1-: M rp.corn Date contacted: E ail: : kdunn(a-rincong Z~C4_ -steve~Q_sheevrchitecture-eeffl ~iA ClYlail,X Telephone X Fax ..In Person F-1 REMARKS- By: Ray Fuller. Enclosures: EsGil Corporation 0 GA El EJ n.MB El PC 'Q3/29/16 9320 Chesapeake Drive, Suite 208 -San 'Diego, California 92123 (858) 560-1468 4 Fax (858) 560-1576' Carlsbad 16-1170 04/06/16 _ . PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES FLOOR AREA: Dwelling 3156 Garage 511 Decks 542 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 03/25/16 ~ DATE INITIAL PLAN REVIEW COMPLETED: 04/06/16 DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/29/16 PLAN REVIEWER:' Ray Fuller . PLAN CHECK NO.: 16-1170 JURISDICTION: Carlsbad I PROJECT ADDRESS: 235 Hemlock Avenue -.STORIES:* 3 HEIGHT:, 27 ft per CRC FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National- El ectrical Code -and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may'be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC,_ 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification orchange. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., -plan sheet number, specification section, etc. Be sure to enclose the marked uD list when vou submit the revised Dians. Carlsbad 16-1170 A 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. 1 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of plans and any new calculations will again b~ stamped and signed by engineer and /or architect of record also. The note "Not For Construction" must be removed before final sets can be send back to the City. Energy calculations are noting the sq iootage,is nolted to be 3228 and cover sheet/permit application state 3156? Please clarify. There was a numbering problem with keynotes on A2-4.1 and keynotes c I ould not be checked. One of the keynotes labeled as 7 (there are seven -7's) is noting R-1 3 for floor and energy requires R-1 9? The gas line calculations on D5 a're using 40,000 BTU FAU to heat a 3156 sq ft house. The energy calculations, are reflecting 56,000 output which would be 60,000 input and gas line isometrics to'reflect 60,000 instead of 40,000. '8. Plans to reflect garage floor tosloping towards main v&hicle entry doorways or towards a approved drainage system. R309.1 Structural states to see architectural and could not locate where architectural addressed this? 'In the garage, proVide an adequate barrier io protect the w6ter heaterfrom vehicle damage. An 18" platform for the water heater does not satisfy this, requirement. I CPC Section.508.14 Show or note that exterior doors (or garage fire door may swing outward only if the exterior landing is not more than 1 Y2 inches lower than the top of the threshold. R3,1 1.3.1 See garage fire door son A2-2.1. Carlsbad 16-1170 04/06/16 The service panel is shown at a shear wall location. Note if panel is flush or surface mounted. If flush mounted then detail opening in shear wall and engineer-of-record to address opening as well as top plate/ and or bottom plates where conduit and wiring will past thru. Could n6t determine why noting 208/240 40 amp service ' on A2-2.8 thru 2.10 as should be 120/240/ 200 amp instead? Note appears to apply to EVSE instead. 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 Window 2-1 on A2-2.1 not to be tempered? Where a window sill is more than 6' above the finished grade, the lowest part of the window shall be at least 24" above the finished floor of the room. Glazing between the floor and a height of 24" shall be fixed or have openings such that a 4" sphere cannot pass through. Section R312.2. See for example windows 2- 26 and 2-28 at office on A2-2.3 with a 1 ft sill height as noted on A2-5.1 ? Recheck all locations. Any changes cannot adversely affect egress requirements. 5030 for bedroom 5 on A2-2.3 for egress as window schedule st~tes 44" sill height and must be 44" to bottom of the clear opening. per current code. Please update ICC listings for deck and low pitched roof as noted on A2-2.2 thru 2.4 as ICBO 4804 is not a valid listin g for either. Recheck all locations. Could not locate wh ere floor plan (A2-2.9 where noted sone levels for exhaust fans. Appears using bath exhaust fans as whole house ventilation and would need to note 1 sone or less. All hot water piping sized %" or larger is required to be insulated as follows: 1 " pipe size or less: 1 " thick insulation; larger pipe sizes require 11/2" thick insulation. Could not locate this note on A2.2.8 Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(D) & E3801.6 See bath 2 where missing one (or move one shown so centered on sinks. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). See inside corner of kitchen on A2-2.9 Carlsbad 16-1170 04/06/16 21.. Smoke and carbon monoxide alarm required directly outside of master bedroom on A2-2.9. 2L Note on the plans that for new r6sidential construction where landscape irrigation water is planned a water budget shall be developed,that conforms to Jocal landscape ordinance or the California Department of Water Resources ModelWater Efficient Landscape Ordinance (MWELO), which ever is more Wlinyem. IovIeWL"eIVIVV[-_LU: httD://www.water.ca.aov/wateruseefficiencv/docs/MWELO TbContent Law.Ddf For the local landscape ordinance check with City/County Plann.ing Department. CGC 4.304. 1. Show or note dryer vent to the exteri6r with termin6tion to be'a minimum of 3 ft from.ahy op~ning . The soils engineer, recommended that he/she review the foundation excavations. Note oln the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils'engineer shall advise the building official in writing ~hat:- The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled;,an'd compacted, and 'The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils re ort." p Provide a letter from the sol.Is engineer confirming that the foundation plan, and. specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorplorated into the construction (per page 38 Foundatioh plan to reflect 15 mil-visqueen required as soils report may not.be on jobsite and ~ or inspector is not,excepted to go thru report to find, it., C6uld notdetermine how obtaining R-30,in ceiling with 2 x 8*roof framing members as generally requires 2 x10's allow for-the 8 1/4" insulation and- required 1 inch airspace above? Could not.determine why -noting .3000 psi concrete on c . over sheet of calculations as special inspection list- notes N/A for concrete? Please clarify. Vertical could not be checked as House 1 as the vertical calculations for house 2 were attached to house 1 design. The lateral caldulatioris /grid lines for upper roof plan appear to be this for house 1 instead of house 2 . The lat4ral grid lines for 1 st and 2.nd, floor are correct but the calculations do not match. Appears for both models that the calculations have been mixed up. Please,verify'when resubmitting as too confusing to try to sort out what - happened. 23 24 25 26 .27 28 29 30 Carlsbad 16-1170 04/06/16 - CITY of CARLSBAD REQUIREMENTS 31. When special inspection is required,the designer shall complete the city's "Special' Inspedion Agreement".. .. Contractor to ' fill out portion of special inspection report provided prior to pulling permit. All new residential units shall include pldnibing specifically designed to allow the later installation of a system which utilizes solar energy as the primary means of' heating domestic pota,ble water. Should add the part in bold to note on A2.2.4. ,Note on this list (or a-copy) where-eacli 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 ma e he plans not resulting' from this correction list? d to t Please indicate:' Yes No. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesap6ake Drive, Suite 208, San Diego, C ~aifornia.92123;'telephone, number of 858/560-1468, to p~rform the plan review for. your project. If.you have any questions regarding these plan review items, please contact-Ray Fuller at Esgil Corporation. Thank you. % Carlsbad-16-1170, 04/06/16,-'' [DO NOT,PAY-,THIS IS NOTAN INVOICE].,` - 4t VALUATION 'ANDPLAN CHECK FEE 164,170 - JURISDICTION: Carlsbad' --s P ~AN CHECKNO.: 'PREPARED B a u r ,DATE: 04/06116'" Y: k F 'Ile'. BUILDING ADDRESS:, 235 Hemlock Airenue BUILDING'OCCUPANCY: R 3- U,,'TYPE OF CONSTRUCTION, V13 BUILDING - AREA Valuation leg VALUE - PORTION Sq-- Ft.) Multiplier Mod, Dwelling,,,-, 3156 139.52 440,325 Garage'. 511 .-36.40 18,600 Decks .542 J 9.71 10,683 Air Cond itioning Fire Sprinklers 3667 --~t-3.94 14,448 -TOTALVAL UE 484,056 Jurisdiction Coder, " . jCb lByOrdinance ...... $1,992.81 Bldg. Permit Fee by Ordinance -4 2 , % Plan Check Fee by Ordina n ce rw~ T N f4 Ty~e of Review: 'Cohiplete F eviewi k ~Stru-ctural OnI 41 Ej R~petitive Fee 'Other Repeats 'Hourly - El i, Hr.'@.* -.""EsGil $1,11L.97 -4, Comments: In-additi6h to t1i6 iti7~1,f6e:df$ 86 ~jsd t D~," - I - I -~kqvq,teei h A 6 a-I G,e6' 6~i- e e -W,: Sheet 1 of '1 macvalue.doc + 'I T Community & ftonomic PLAN CHECK 'Development Department City of ~,REVIEW 1635 Faraday Avenue TkANSMITTAL, Carlsbad CA 92008 ffisbad CA www.carlsbadca.gov DATE: 08-17-2016 PROJECT NAME- GARFIELD CUSTOM BEACKHOMES #2 PROJECT ID: MS PLAN CHECK NO: CB'i6-1170 SET#~ 3 .. ,ADDRESS:* 235'HEMLOCK AVE. APN: 2042700402 VALUATION: $493,660 SCbPE.OF WORK: CONSTRUCT NEW 156 SQ.- FT. CONDO this plan check review is~complete and-has- been APPROVED by.* Ix LAND DEVELOPMENT ENGINEERING.,DIVISION -Final Inspection' by Construction Management & Inspection Division is'required: Yes LLJ No X This'plah check review' is IS16tCOMPLETE. Item' i missi'n'g or incorrect are listed on -submit-amended plans a required. the attached c!hecklist.'~ Please rL s Pl.an'Check Comments have been se,nt to: KDUNN@RINCONGRP.COM To determine stat6s by one of the divisions listed below,please contact 760-602-2719.' [AND DEVELOPMENir 760-602-2750 Greg Ryan. 'Chris Sexton Chris Glasseh 160-602-4624 760-602-2784 760-602-4663, Chris.Sexton@carlsbadca~.gov Christopher.Glas~en@caritbadca.gov Gin'a-Ruiz', LinddOnt - iveros- Cindy W6ng F 760-6-02-4675' 7607662727173~_ 760-602-4662,' Gina.Ruiz@carlsbadca.go.y Linda.Ontiveros@carlsbadca.g6v Cy, nthia.Wong@carlsbadca.gov FT ValRay Nelso'n Dominic Fie ri 760~602-2741 760-602-4664 WlRay.Marshall@carlsbadca gojv D6 badca.gov minic.Rerm--cans 2, Remarks: PAD CERT RECEIVED 9/17.116 , RECEIVED CITY OF CARLSBAD CITY OF CARLSBAD GRADING INSPE CTION CHECKLIST AUG 17 2016 FOR PARTIAL SITE RELEASE PROJECT *INSPECTOR: DATE:~ CNI&I DIVI-SION PROJECT ID_ GRAD'ING PERMIT NO.--[ U OC) I LOTS REQUESTED FOR RELEASE: 6~Qe Z N/A.= NOT APPLICABLE COMPLETE 0 Incomplet or unacceptable 1st - 2nd. Site access.to requested lots adequate and logically grouped. Site erosion cont'rol measures -adequate including'basins and lined ditches installed. Overall site adequate for health, safety and welfare of public. 4.1 'Letter from Owner/Dev. requesting partial release of specific lots, pads or bldg. 8Y2" x 11 site plan (attachment) showingrequested lots submitted. Compaction report from'soils engineer submitte d. -7. EOW certification of work done with finish pad elevations of specific lots to be released. 8. Geologic~ engineer's letter if unusual Oeo.logic or subsurface conditions &~ist. .9. Fully. functional fire hydrants within 350 feet of building combustibles and an all weather, roads access to site is required. 10.. Retaining Walls installed.'. 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 Ljm permit issuance.. Issuance of.building permits is.still subject to all normal City requirements required pursuant to the building permit process. F-1 Partial release of the site is denied for the -following reasons: Projec Inspector Date 'Municipal Projects Manager Dat6 Partial Site Rol Checklist —UPDATED 11 /2015 Remarks: e Aram& ity ~ Of Ciiisbad PLAN CHECK REVIEW TRANSMITTAL. Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 05/31/2016 PROJECT NAME: GARFIELD CUSTOM BEACH HOMES #2 PROJECT ID: MS 15-11 PLAN CHECK NO: CB16-1170 SET#: 2 ADDRESS: 235 HEMLOCK AVE. APN: 2042700402 VALUATION: $493,660 SCOPE OF WORK:. CONSTRUCT NEW 3,156 SQ. FT. CONDO This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION' Final Inspection by Construction Management & Inspection Division is required: YesE1 No'N 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. -Yi I"-- ~ND DEVELOPMENT 760-602-2750 Chris Sexton Chris Glassen FXI '760-602-2784 F] Greg Ryan 760-602-4624 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Glassen@carisbadca.gov G regory.Ryan@carlsbadca.gov F-1 Gina Ruiz Linda Ontivero's Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carisbadca.gov Linda.Ohtiveros@carisbadca.gov Cy'nthia.Wong@carisbadca.gov ValRay Nelson Dominic Fieri 760-602-2741 Val Ray.Marshall@carisbadca.gov 760-602-4664 Dominic*.Fieri@carisbadca.gov GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-1170 Ou standing.issues are marked with Items that conform to permit. requirements are marked with M,or have intentionally been left blank. 1. SITE PLAN PLEASE SLIP Provide a fully dimensioned site plan drawn to scale: Sho Vw SHEET SIGNED North arrow Driveway widths APPROVED Existing & proposed structures Existing or proposed sewer lateral GRADING Existing street improvements Fxisting or proposed water service PLANSINTO Property lines (show all dimensions) FX7 Submit onsigned approved plans:.' BUILDING SETS Easements DWG N6.491-5A Right-of-way width adjace6t streets Show on site plan: Drainage patterns and propos~ed site elevations, Show 611 high poir~ts. N =Building pad surface drainage must maintain a minimum, slope of one percent towards an adjoining stre~et or an approved drainage course. =ADD THE FOLLOWING NOTE: "Finish grade'will provide 6 minimum positive drainage of 2% to swale 5'away from building". =Existing & proposed slopes and topography =Size, location, alignment Of existing 6r proposed sewer and, water service(s) that serves the project. Each unit requires a sep~rate, service; how- ever, second dwelling units and apartment complexes are an exception. =Sewer and water laterals should not be located within. proposed driveways, per standards. Include on title sh6et:. F_71 Site address __1 Assessocs parcel number Legal description/lot number For, commercial/industrial buildings and tenant improvement projects, include: total building square footage' With the 'square. footage for each cliffer~nt use, -existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved, E=1 Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3600 SF of warehouse to 3500 SF of office. GARFIELD CUSTOM BEACH HOMES PLAN CHECK NO# CB16-1170 DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval forproject no.: RES. NO. 7411 DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or TO BE SHOWN utility easements on the building site is required for all new buildings and for remodels with a ON MAP value at or exceeding $ 24,000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. (CONDITION #39) PM15-01 Dedicationrequired as follows: IMPROVEMENT REQUIREMENTS =All needed public improvements upon and adjacent to the building site must, be constructed TO BE SHOWN ati time 'of building construction whenever the value of the construction exceeds ON GRADING $120,000. , 0 pursuant to Carlsbad Municipal Code Section 18.40.040. PLANS Public improvements required as follows:, Construction of the public- improvements must be deferred pu rsuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 REV6/01/12 GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-1170 GRADING PERMIT REQUIREMENTS The conditions t I hat require.a grading permit are found in Section 15.16 of the Municipal Code. GR 16-14 =Inadequate information available on site plan to, make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill,'import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING". FXJ =Grading ~erm it required NOTE: The grading permit must be issued and rough gradin approval obtained prior to issuance of a building Permi Graded,Pad Certification required. (Note: Pad certification rhay.be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector hen The inspector will t provide the engineering counter with a release for the building, permit. 16 No grading permit required. Minor-Grading Permit required. See additional comments for project- specific requirements.- MISCELLANEOUS PERMITS is required to do work in 6ty right-of-way and/or private work TO BE APPLIED adjacent to the public right-of-way. Types,of work include, but are not limited to: street FOR improvements, tree trimming, driveway construction, tying into public storm drain, sewer and SEPERATELT water utilities. Right- m of-wayper it.requir6dfor:*... DRIV.EwAY APPROACH E-36 Page 1 of 6 REV 6/01/12 GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-'1170 7. STORMWATER Construction Compliance SW 16-13 Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevent"ion Plan (E-29). Please complete attached form and.return (SW Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 .1 SWPPP, payment of processirig fee and review by city., Post-Development BMP Design Manual Compliance Storm Water Standards Questionnaire. Project is subject to Standard Storm Water Requirements. See city Best Management Practices (BMP) Design Manual for reference. Indic ate areas of impervious surfaces (patios,walkway, etc. and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting, (rain barrels or cistern) Vegetated ~oof Bio-retentionscell/rain garden Pervious pavem.ent/pavers F-1 Flow-through planter/vegetated or rock drip line Vegetated swales"or rock infiltration sWales Downspouts disconnect and discharge over landscape Other* E-36 -,Page 5 of 6 'REV 6/01/12 GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-1170 WATER METER REVIEW Domestic (potable) Use FSV F/ What size meter is required? Where a residential unit is, required to have an automatic fire extinguishing system, the minimum meter size shall be a 1 " meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. IF For residential unitsthe minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? F-J yes F-1 no Permit No.. Permit No. Project built after 1980 F-1 yes' F-1 no Impervious surface > 50% yes no Impact unconstructed facility yes [--]no Fire sprinklers required Pflyes F-1 no (is addition over 150' from center line) Upgrade F-] yes F-Jno Nofees.required ADDITIONAL COMMENTS Attachments: Engineering Application Storm Water Form R-Igk-of-Wa~ Application/ Info. Reference Documents E-36 Page 6 of 6 REV 6/01/12 Fee Caltulation Worksheet E N G I N E E R I N G D I V i S 10 N Prepared by: CG Date: 4/5/16 GEO DATA: LFMZ: / B&T: Address: 235 HEMLOCK AVE. Bldg. Permit #: CB16-1170 Fees Update by: Date: Fees Update bj:..' Date: EDU CALCULATIONS: List types and square footages for-'all uses. Types-of Use: CONDO .Sq.Ft.iOnits 1 EDU's: 1 Types of Use:. EDU's: Types of Use: Sq.Ft./Units EDU's: Types,of Use:. Sq.Ft./Units EDU's: ADT CALCULATIONS: List typesand square footages for all uses. Types of Use: CONDO (DETACHED) Sq.Ft./Units I ADT's: 10 Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units, ADT's: Types of Use: 417t./Pnits. ADT's: FEES REQUIRED: Within CFD: E]YES (no bridge & thoroughfare f~e in District #1, reduces Traffic Impact Fee) N 0 1.PARK-IN-LIEU'FEE:R1NW QUADRANT. E]NEQUADRA NT, RSE QUADRANT F-)W QUADRANT ADT'S/UNITS: X FEE/ADT: =$ PAID ON MAP 23RAFFIC IMPACT FEE: ADT'S/UNITS: 10 4 X FEE/ADT: $3,*160 BRIDGE & THOROUGHFAREFEE-- F-] DIST. #1 'F_-~DIST.#2 'F-IDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: FACILITIES MANAGEMENT FEE ZONE: .ADT'S/UNITS: X FEE/SQ.FT./UNIf =$ SEWER FEE 'EDU's .1 X FEE/EDU: 1881 =$ 88i BENEFIT AREA:. EDU's X FEE/EDU-_ =$ J DRAINAGE FEES4: PLIJA: - F]HIGH E]MEDIUM'-' LOW ACRES: X., FEE/AC: =$ PAID.ON-MAP POTABLE WATER FEES: UNITS CODE cONN.:FEE METER FEE SDCWAFEE 'TOTAL FS1 0,934 $356' $4,963 $9,253. ***This may not represent a comprehensiVe list-of fees due for this project. Pleasle contact the.Building division at (760) 602-2719 for a complete listing of fees*** A Community & Economic PLAN CHECK, " * of A . - a I Qevelo- ient Department city REVIEW - 1635 Faraday Avenue A sbad CA,92008' TRANSMITTAL''% Carl"' Cdl . - '_ , , -, " , I ~ " , I . - 1~ sb~d -v: - www.carlsbadca.gov DATE: 04-05~2016 PROJECT, NAME: GARFIELD CUSTOM BEACH HOMES 42 PROJECT ID: MS 15-11 -PLAN CHECK NO: CB16-1170'SEfi: 1 ADDRESS: 235 HEMLOCK AVE; APN: 2042700402,' $494, . -i .. , . -1 i, 1, VALUATION: 1660 'SCOPE OF WORK: CONSTRU& N E,W* 3,156 SQ. FT.- CONDO 'This plan check review is complbte and has lieen APPROVED.by, LAND DEVELOPMENT ENGINEERING DIVISION'., ins 6 1 n Constrructio4* Fin~l p 0 Management & Inspection Division is required: Yes, No FX This plan check review 1 s- NOTOOMPLETIE. Items"rissirig or incorrect are listed on.. the attached checklist. Please res~ubmit arinended plans as required. Plan Check CoMmeh.ts,fialve'bleen ~seiit'to.!KDLU~NLMRI-NCONGRP.COM To determine status by.one,of the divisions listed bel'o~v; please contact 760-602-2719. LAND DEVELOPMENT 7 60-602~-2750 Chris Sexton Chris GIa§§e6';*-- ~`,Greg Ryan 760-602-46241, 760-602-2784", 760-602-4663 Chris.Sexton@carisbadca.gov Christopher:Glassen@carlsbadc~.gov Gregory.Ryan@carisbadca.gov 'Gina Ruiz `4, Lind6 Ohtiverdsl,'., Cindy Wong 760-602-4675'' ~,760 662'2773:,' ~160-602 -4662 Gina.Ruiz@carlsbadca.gov1 Linda.Ontiveros@carisbadca.gov C", ynthia.Wong@carlsbadc;a.g6 -*VaIR4Nels~on. e.,'Pominic Fi - eri 760-602-2741q,,~. ~,760-602-4664 Val Ray-.Marshall@carisbadca.gov Dorninic.Fieri@carlsbadca.gov Remarks: , d, GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-1170 A . X Items thdt-t nfqrm.toPerm1't Putstandink issues are mark;~lwiih~ F 0 `-th' or have - intentionalIV been left blank. requirements, are marke'dwi PLEASE'SLIP Provide a fully dimensioned site plan drawnto scale. Show:' SHEET SIGNIil)" No'rth arrow FI'Dri,4way widths APPROVED =Existing & peoposed-structures Existing or proposed sewer lateral. GRADING'- Existing street improvements 7J Existing or proposed water service PLANSINM Property ines (show all dimensions) FX 1 Submit on signed approved plans. BUILDING SETS Ea-'sements DWG mo.,491-5A Right-of-way width & adjaceni streets Show on site plan: Drainage patterns and proposed site elev'at,ions. Shb%~ all high points.'- Building pad surface drainage must maintain a minimum sl of one. percent towards.an adjoining Te e a e o streei or an aporov' d drain g 66urse. =ADD THE FOLLOWING N8TE: -"Finish g~dde 'will provide a minimum positive drainage of 2%to swale 5' away ~rom.building".. Existing & pro posed slopes'and topography - =Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each uni~requires a separate service-, however, second dwelling units and apartment complexes are an exception. Sewer and water latera~~ should not be located within ~roposed driveways, per standards. Include on title sheet: F __~'Site addres's'~ Assessors p'a'r&el numbeY,., Legal descri~tionflot nu~nber% For. commercial/industrial buildings.and tenant improvement projects, include: total building square footage with -the square footage for each, different use, existing sewer permits showing squiare foota , ge,of i diffe . rent uses (m I anufacf~ring, warehouse, office, et&.) l3reviously ~pproved_ Show all e)(isting usebf SF and,new pr6posed use 6f SF.~ Example: Tenant improvement for.3500 SFof wa~ehouse to 3500 SO of office. Lot/Map No.: Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 GARFIELD CUSTOM BEAC H HOMES PLAN, CHECK NO# CB16-1170 DISCRETIONARY APPROVAL COMPLIANCE. Project does not comply with the following' engineen.ng conditions of approval for p I roject no.:, 'RES. NO. 7411 Id DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site. and any storm drain or TO BE SHOWN utility easements on the building site is required for all new buildings and for. remodels with a 9 1 . f r . I ON MAP value at or exceedin '$'24.000.00 pursuant to CairlsbSd Municipal Code Section 18.40.030. (CONDITION #39) Dedication required as follows: -IMPROVEMENT, REQUIREMENTS E~All needed public improvements upon and adjacent, to the building site must be constructed TO BE SHOWN at time of building, construction whenever. the Value of the construction exceeds ON GRADING $120,000.0 pursuant to Carlsbad Municipal Code Section 18.40.040., PLANS Public improvements required as follows. Construction of the-,Oublic improvements~ must be'ileferred Pursuant to Carlsbad -Mdnic'fp~l Code Section 18.40. Please submit arecent property title report or current grant deea on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. . This agreement must be signed, 'notarized and approVed.by the city prior to'issuance of a building permit. Future public improvements required as follows: E-36 Page 3 of 6 REV6/01/12 GARFIELD CUSTO413EACRHOMES #2 PLAN CHECK NO CB116-11701., 5. GRADING PERMIT REQUIREMENTS I/ The conditions that require a grading~pe~mit are found in Section 15.16 of the Municipal Code. =Inadequate information available o , n site plan to make a determ i nation grading requirements. Include accurate grading quantities in cubic yards (cut~ fill, import, export and ~ej' _' di on the pla~~_If n remedial). This information must nclu e o grading is. proposed write:: NO GRADING" 4 EK] Grading Permit require'd. NOTE: - The gradin I ued and rou-qh. -gradin _q 6erm~t must be iss approVal obtained P66r to~ issuance of i buildinq'p6rmi FXJ Graded Pad Certification required. (Note: Pad certification may bip required even if a grading permit is not required.) All required do'cument6tioh: must'be -provided to your Engineering Construction Inspector The'inspectcir will then provide.the engineering counter with a release for,the building permit. No grading permit required. c is * Minor brading Permit reqfu~ireid.,Sie6 a~~iti6lniil-~ 6mm~E~n fo, project-'s'pecific requirements. Awl L 6.' MISCELLANEOUS PERMITS UGHT-OF-WAY PERMIT is r . equired to.do work in city right-of-way an'&or private work TO BE APPLiED adjacen to the.public right-of-way. Types of 'work inciu'de, but are not limited to: stree t FOR lmpirov6gnt~, tree"trimmind, driveway, const.rul cti6n,.tyi,hg- into- public storm drain, sewer and SEPERATELY., water 6tilities. Right-of-way permit required for: DRIVEWAY APPROACH E-36 Page 4 of 6 REV 6/01/12 GARFIELD CUSTOM BEACH HOMES #2 PLAN CHECK NO # CB16-1170 7. STORM WATER Construction compliance SW 16-13 Project Threat'Assessmen-t Form complete. Enclosed Project Threat Assessment.Form incomplete. Requires Tie~ 1'Storm Water Pollution Prevention Plan (E-29). Please complete attached form and return (SW, Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city.. P~ost-Development BIYIP Design manual compliance Storm Water Standards Questionnaire. Project is subject to Standard Storm-Water Requirements. See city Best Management Practices (BMP) Design Manual for reference. Indicate areas of imperviou's surfaces (patios,walkway, etc. and pervious areas (landscaping). Project needs to incorporate low impact development strategies throughout in one or more of'the following ways: =,Rai nwater,harvestin'g- (rain barreI5 or cistern) Vegetated Robf' ='Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line, Vegetated'swales or rock, infiltration swales Downspouts disconnect and discharge over landscape Other, E-36 Page 5 of 6 REV 6/01/12 GARFIELD CLISTOMBEACH HOMES #2 PLAN CHECK NO # CB164170 wATER METER REVIEW Domestic (potable) Use FS1" F-71 What size'meter is required? Where residential unit is requ 'ired to have a r, automatic fire. extinguishing system, the minimum meter..size shall be a 1" meter. NOTE: the 'cohnecti on, fee, SDCWA system capacity* -charge and the i water treatment capacity charge.will be based on the size of the meter' nece sary to meet the water use-requirements. FFY_ -11 Fcir~ residential units the minimum size~.meter,shall be M", except where the residential unit is larger than 3,500 square feet or 6n'a lot larger-than one quarter (1/4).acre,w,here ffie,meter size sh,all,be W. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet f6 a E-1no Added'square 6t ge6~'Iast two'years? yes Permit'No. Permit No. Project built after.1980, yes. '-]no F Imppry F~ no ious s rface > 50%, yes lrfipact-luncons~tructed facility F_~ yes Ono Fire sprinklers. required- Myes, F-I no (is addition over'l 50'from center line) d Upgra e y~s E]no. No fees required', A 0. ADDITIONAL COMMENTS' Attachments: Engineering Application Storm. Water Form Right-of-Way Application/ info. Reference Documents E-36 Page 6 of 6 REV 6/01112 Prepared by: CG Date: 4/5116 GEO DATA: LFMZ: / B&T: 'Address: 235 HEMLOCK AVE. Bldg. Permit#: CB1 6.1170 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List. types and square footages for all uses. Types of Use' CONDO y Sq.Ft./Units I EDU's: 1 Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ~y* of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square foo ' tages for all uses. Types of Use: CONDO (DETACHED) Sq.Ft./Units; 1 ADT's: 10 Types of Use: Sq.F!./Units ADT's. 'Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's' FEES REQUIRED: Within CFD: F]YES (no bridge & thoroughfare fde',in District #1, reduces Traffic Impact Fee) RV NO 1. PARK-IN-LIEU FEE: ZNW QUADRANT [:]NEQUADRANT RSE QUADRANT F2W QUADRANT ADT'S/UNITS: X. FEE/ADT: =$ PAID 6N MAP 23RAFFIC IMPACT FEE:'. ADT'S/UNITS: 10, X -FEE/ADT:' =$ $3,160 BRIDGE & THOROUGHFARE FEE: DIST. #1 F--JDIST.#2 F-j D I ST43 (USE SANDAG)ADT'S/UNITS X FEE /ADT: FAC I LITI ES. MANAGEMENT FEE ZONE: ADTS/UNITS: X TE,E/SQ.FT./UNIT: 4 SEWER FEE' - EDU's .1 X FEE /EDU: $881 =$ 881 BENEFIT AREA: EDU's X FEE/EDU:' =$ DRAINAGE FEES: PLDA' -F—I'HIGH, F71MEDIUM ACRES: X FEE/AC: PAID ON MAP POTABLE WATER-FEES: UNITS CODE CONN.'FEE' METER FEE. SDCWA FEE TOTAL FS1 $356 14,963 $9,253, J4/ Fee Calculation Worksheet EN G I NoE.ER ING D I V I S 10 N 204-270-04-02 $*$This may not represent a, comprehensive list of f e6s due for this project. Please contact the Building division at (760) 602-2719 for a complete'listing of fees*** I <rcity0f Cailsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: 23 Grading Permit 0 Building Permit 0 Right-of-way permit 0 Other Project Name: Garfield Beach Custom Homes Project ID: MS 15-11 DWG #/CB# 491-5A Address:— 1-1'69 IISM~ft.V- ANa I APN 204-270-04 .1 02., Disturbed Area: 0. 15 Ac 6P4rV1_41*X=127< -770W Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Tier Level Exempt — No Threat Pro*ect Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Tablel, section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: 0 Exempt Electrical E] Patio 0 Mobile Home 0 Plumbing 0 Spa (Factory-Made) Fire Sprinkler 0 Mechanical 0 Re-Roofing E] Sign 0 Roof-Mounted Solar Array Tier 3 — Si-gnificant ' Threat Assessment Criteria — (See Construction General Permit (CGP) Section I.B)* 0 My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, C1 My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, My Project is associated with construction activity related to residential, commercial, or industrial El Tier 3 development on lands currently used for agriculture; or My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. E] Other per CGP Tier 2 — Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: * Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, * Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: 0 Tier 2 located within 200 ft. 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; and/or disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated du.ring the rainy season or will extend into the rainy season (Oct. 1 —Apr. 30) Tier 1 — Low Threat Assessment Criteria El My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: results in some soil disturbance; and/or Tier 1 includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling) items listed are ex rpt from %_,ur go ms criteria for triggers for Tier 3 S PPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Page 1 of 2 REV. 02/16 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level signature block below) Exempt - Not Applicable - Exempt Tier 3 — Hi-gh Construction Threat Assessment Criteria: My Proaect meets one- or more of the followin.g: Project site is 50 acres or more and grading will occur during the rainy season Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA E) High Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factors kf greater than or equal to 0.4) [I Site slope is 5 to 1 or steeper 0 Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 — April 30) El Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 — Medium Construction Threat Assessment Criteria 0 All projects not meeting Tier 3 High Construction Threat Assessment Criteria Medium Tier 2 — High Construction Threat Assessment Criteria: My Prooect meets one or more of the followin-g: 0 Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA Soil at site is moderately to highly erosive (defined as having a predominance of soils with USDA-NRCS Erosion factors kf greater than or equal to 0.4) 0 High Tier 2 0 Site slope is 5 to 1 or steeper Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 —Apr. 30) Owner/contractor received 'a Storm Water Notice of Violation within past two years Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 — Medium Construction Threat Assessment Criteria 0 My project does not meet Tier 2 High Threat Assessment Criteria listed above Medium Tier 1 — Medium Construction Threat Assessment Criteria: My Proeect meets one or more of the following: 0 Owner/contractor received a Storm Water Notice of Violation within past two years Tier I [] Site results in 500 sq. ft. or more of soil disturbance El Medium 0 Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 —April 30) Tier 1 — Low Construction Threat Assessment Criteria My project does not meet Tier 1 Medium Threat Assessment Criteria listed above 0 Low I VIVILIly LU Lilt! UMR U! Illy NIVIN[Myt: UldL ille dUUVU Sidlerflents are irue ano correci. i win prepare ana suornit an appropriate tier ievel bwPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted. Emergency Contact Name: Kevin Dunn Telephone No: 204-270-04 Owner/Owner's Authorized Agent Name: Title: Kevin Dunn For Rincon Real Estate Group, Inc. Manager Owner/Owner's Authorized Agent Signature: Date: 13/24/16 FOR CITY USE ONLY City Concurrence: Yes No By: Date: E-32 Page 2 of 2 REV. 02/16 I PLANNING PIVISION Devilopmetit Services BUILDING PLANCHECK, Plarining Division 44~ CITY OF* REVIEWCHECKLIST' 1635 Faraday Av~nue (760) 602-4610 P-28'r ,CARLSBAD www.carisbadca.gov DATE: 5/25/2016 PROJECT NAME: Garfield Custom Townhomes PROJECT ID: PUD 15-17 PLAN CHECK NO: CB161170 SET#: I ADDRESS: 235 Hemlock Ave. APN: 204-270-04-01 F-1 This Olah check reviewjs tornpl6t& and has `666n APPRO_ VED b' the Division. p y By: - A-Final. Inspection bythe-., Division i's eeq ui red E] Yesr~ ..E] No You may also have corrections from one or'more of the,di I visions listed below. Approval frorri these divisions-may be ~6quir&d prior: , to the''issuance' of a building permit. Resubmitted plans should include corrections irom all divisions.- This plan check review is NOT* COMPLETE.. Items mi'ssihg or incorr6d are listed on.' the attached checklist. Please resubmit amended plans as re . quired., Plan Check Commbnts havE~ been sent to: kdunn@rincongrp.com For questions or clarifications on -the attached cfi~ecklist please contact the following reviewer'as marked: t4VI AVV A tow -A PL, NNING , 1ENGINEERINGj' -_,frkE,PREVENTION.,,~, ~760-60246 10- I - X~ ' 02 -2750,~ U60-6024665 My F-1 chrisSexton-. Ch . ris Glass . e' n G reg. Rya n 76M02-4624 760-602-2784 760-602-4663 Chris.Sexton@carisbadca.gov Christopher.Glassen@carisbadca.gov. Gregory.Ryah@ca-ri..s.b~dca.gov F~ Pina Ruiz F-]. :.',V6lh'ay Marsh~ll r.7] Cindy Wong 760-602-4675 ~'760-60'2-~741 760-602-4662 Gina.Ruiz@carlsbadca.go ~'v6lRay.Mars~all@carisbadca.gov Qynthia.Won0,@car1sbadca.90 Z Austin Silva-, lird6bn' tiverog F-1 Dominic Fidri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.go Do rn i n i c. Fi e ri@c a r1sbad ca.gov Plan Check No. CB161170 Address 225 Hemlock Avenue., Date 3/30/2016 Review #- 1 Austin'SlIva Ph he (760) 602- 4631 Planner 0 APN: 204-270-04-01 T ype of Project & Use: Residential Net Project Density: 13.8 DU/AC Zoning: R-3 General'Plan: R-23 Facilities Management Zone:, 1, CFD (in/out) #_Dat6 of. participation: Remaining net dev acres: (For'non-residential de , velopment: Type of land use created by.this permit: REVIEW #: 1 2 3 Legend: Z 11tem Complete, Item Incomplete - N eeds your act ion z 1:1 F1 Environmental RevieW, Required: YES, El NO Z TYPE D~TE OF COMPLETION: Compliance with conditions 6f,approval? If not, state conditions which require action. Conditions of Approval: Discretio'n"ary Action Required- YES Z NO, El TYPE PLJD. i 5-17/sbp- 15-116 APPROVAL/RESO. NO. 7144 DATE 1/6/2016 -PROJECT NO,.PUD 15-1,7/SDP 15-116/CD,P 1,51-34iMS.15-11 OTHER RELATED CASES: Compliance with" conditions or approval? If not, state conditions which require action.. p Conditions of Approval:,_ Z El R Poastal Z6ne Assessiment/Compliance Pro ect site located in Coastal Zone? YES NO F1 J CA Coastal Commission.Authority? YES [3 NOE If California Coastal- Commission Authority: Contact them at Metropolitan Drive, Suite 103, San Diego, CA .92108-4402; (619) 767-2370 Determine status (Coastal Permit Required,or Exempt): Habitat Management Plan" Data Entry Completed? YES Ej NOE If property has Habitat Type identified in Table 11 of HMP,,,domplete HIVIP Permit application and a~sess fees in Permits Plus- (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP ,Fees, Enter Acres. of Habitat,Type impacted/taken, UPDATE!) Z.E1 El Anclusionary Housing Fee required: YES Z No. E] s us 'ande May 21, 1'993.) (Effective.clate of Inclu i,onary Ho ing Ordin Data Entry Completed? YES El F-1 (A/P/Ds, Activity Maintenance, enter CB0j toolbar, Screens; Housin4 Flees, Construct Housing Y/N, Enter Fee, UPDATE!) F-1 El El Housing Tracking For I m (form P-20) completed: ''.YES E1,'NO Z N/A El P-28 Page 2 of 4 07/11 Site Plan: Z n n Provide a fully dimensional site plan drawn to scale. Show: North brrow, property lines, easements, existing and proposed'structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical, line's (including all side and rea r yard slopes)., Provide legal description,of property and assessor,'s parcel number. City Council Policy 44 — Neighborhood Architectural Design Guidelines Z El 0 Applicability: YES Z NO F1 Z El El Project complies: YES Z NOEJ Zoning: Z El n Setbacks: Front: Required 10 Shown 10' Interior Side- Required 10: Shown 10 Street Side: Required 10 Shown 10 Rear: Required 10 , Shown 10- Top.of slope: Required Shown, El El n Accessory structure setbacks: Front: Required Shown Interior Side- Required Shown Street Side: Required- Shown Rear:. Required: Shown Structure separation: Required, Shown F1 Lot Coverage: Required 60% Shown 51% • El F-1 Height: Required 30 Shown 29'6 1/2" • El El Parking-Spaces Required 2 Shown 2 (breakdown by uses for commercial and,industrial projects required) Residential Guest Spaces Required 1 Shown 1 Floor Area Ratio: N/A -Required Shown Z El F1 Additional Comments See attached OK TO -ISSUE AND ENTERED APPROVAL INTO COMPUTER No DATE 5/25/16 P-28 Page 3 of 4 07/11 w . .. .... ... .. .... w ..2 ..... . .. .. ..... . . .... . ... .. .... w .... . ...... w . . .... . .. .... .. .... ... .. ... .... . .... . ... .. .. .... w .... ... .. .... 24 ... .... . .. .... ... .. .... w .. .. .. 0Q. -~JOTS . ... .. .... ... .. .... .. .. .... ... ... .. ... ... .. .... ... w . .. .... ... . ..... . .. ... . ... .. .... w .. .... . . .. .... .. .. .... w: w -w: - ..... ... .. .... ... 4:77;~~ C44 4~ "Y' .. .. .... ... .. . ... .. .... . .... ... .. . w ... .. .... w p RECEIVED. w a, . .. .... . .. .... .. .. .... ... .. q..: m w MATIA 2016 w . w ta; ::CITY OF CARLSBAD BUILDING.DIVISION.,. ..... ... .. .... ... .. .. w ... . q ... .. .... .... .. .... w :p w p. w ... .. . ... .. .... so .... . .... . . .. .... . .. .... :w so p ... ... q w . .. .... ... . . . . . . . . . . . . . . . R S 402'-~ E NTL 2. 4, - 'i~ w 05-24-2016 , . .. .... . .. .... q ... ... . CB4611 TO' . .. .. .... ... .. ... . Date w. . .... .. .... . ... ... .. -5 a.n DifflSo - 14288 Danielson Str.eet, Suite 9 200, Powa:y, CA 92064, (85B) 04-8989, Fa'x (85j). 679-8959 'L. a . s V e g,a s: 70 2 J: S 0 5 - 8 2 2 5 Bay 'Area 5 1 0) 7 59-.9399~ L o s A n gele'sA4i4')'J03-548S w. F "0 V'.i V 27~ So . . .... ... ... .. .... . .. .... .... ... .. . ~7 . . OZbhl' BI Total Horizontal Praduet ~ength,= 094MO . . lift) (Ibs) qMMAry~(Qdwn I UO .. ... eadw.-." LIV6 ...... D: d' Snaiii .. ea Wl~d :Robf Live BO'- . .. .... ;-.1 /27 ..17110.. .... . 6010 ... .. .... E!I- X11/2"' . .. .... 327/:0-: 114/0 . . .... 312173- 74/0 UVO.. Deid Snow Vkqnd Roo U 6 Ocs ve Loid',ft _M Mia'ry: Tig, -Descriptlori Load n(pe .... . . FW. - Start End — - 100% 90%: 115% 160%.125% 17 "''Standard Wad Unf.,, A ~*-(IW2) L AG-M-00 MOD-00"40:: 14 16 ~2 Ccinc. Pt.-#bs) . ... L -0$-bM0 09-00-00. .256 . .. .... .. .... 80 ...... . . .... n/a q -Cdhitrolls'S Y Value %Allowable Duration cmw Locatiori.: .... . -PO'S~Vbment 336: ft-lbs 8.3%-:.. 100%, 2..:: .03-mOZ-001 ... .. . .-,Neg. Moment, -187 ft-l.bs.: 4*6%.'~~ 100% 07-007PO~ ...... . .. No oment ... .. g: 'r ... - 161 ft- . .. .... 4.6% 100%. 1'. 0410 0-0.. End action ..386 I,b~s 1 00V 3 .... 09-00- 0 ..... 10 . . I ~. . ... I . : * *. ...... .1 11~: '~ "' Int,'Reaction, ~441 lbs , : ..: .: 17.7 1 % ... ... .07400-,00 ... Ehd: Sh ear 216:ibg.:: 12:9'% 100% 2: 00-02-08 . .. .... Coft Shear, 263,lbs-.: ... 157%..:..: 100% 1:..: 06'10-64 ... ... .. .... ... .. ..... .~46tal:!Jo4ddbefi 99,(0.013 n/a n1a r 2 D345~08. L/999(0.0V)'---:- n/a n/a. 5 ... :03-06 08 . ..... L/999 hla.:: n1a 2: OM640 Max-Defl. 0.0113". n/a n/a ...... 2:. OX05-08 67-3/4" :32.5% .. .... .. n/a:: ::007 `00~bo .... ... Spa~ I Depth 6.9 .... . n/a nfa 0 ... 0"0-00 .... . %Allow % A60W ,BearlhjrS~" AS PPO - ... D6. (~x ~0: Mallue... 300port.. Member - 401aftrial .... . .. .. ... .. . .. : , .:: K`-, Wall/Plate, 2 /2" x 26/16" 230*:Ibs .17.7%, Uhipea.fiecl .... . ... earn 3-1/2"' ~x 2-5/16" 441 Ibs ... .. .... 7.3% :17.7% ... Versd-Lim 1.7 WilvOlate 2-1/2"x 2- '5/16" 386 lbi: n/a 26:70A Unspetiffied ... :Mbration -S . . .... . .. . .. ... Gypsum Ceiling:'518 . .. .... ... .. . .. . .. ... ... .. ... .. .... Stra p p1h .::8f.6dng: None . .. .... .. .. .. . ... .. .... .. .... . .... . .. .... ...... ...... Pagel 60 .. .... ... ... .. .. .... .. ...... .. .. .... . .. .... . . .. .... ... .. .... I.:..: .::, q: I . . - . .. .... .... . .. ... .. .... . ~ . - I - ------ 1. .. ~M ~----__- - 7- .. .... 02-00~W BO 13,1 .. .. .... Total. Horizontal Product Lenoth '_-AI -00-M . .. ... . .. .... 1164dtio'n SumMairy (Do'win I Uplift) (lkii) Lin Dead -Snow IMnd . ... .. ... R60 LW6 2-1/2!: -:293 / 7 ::97/0. Bl', 3-It2":.- ..35510 156. 0: .... . . .. .... . .. .... ... . ... Live Snow Wind.. Roof Live d Summary . ... .. .... . ... .. ... Tog D"criptlori'. __Load-'rviw*`- Rif. - Start knd 100% 90% 115% 160% 126% nf. Ar6a'(Ibtr~) L 00-00-00 09-!00-00 40 2"'': 1W Unf. Area (lb/M) . .. .... L 09-00-00 I~MOO 20 . .. .... ... .. .... 16.: 192: Contro"16,S6MMary 411 . ..... W % Allowable Duration Case.: Location Pos;.Mornent ... .. ... 821, ft4bs ... .. .. 26.1%-'--: .100% .... . .. N q- g..'! M o 'me M A 15 ft-lbs 3.7% 1:06%:: 1 WOO-00 Wg-.Wornient' :-115 ft-lbs; 3.7%..... 100%.: .1 .... WOO-00. . . .. .... ~nd Rea'66on:. 389A' b*s: 32:.S%-:: 100% 2. 00-00-00 . .... .. .. . Int. kea'dion. 51 i Ibs. 22.7%..:.-:: 100% .1:..:: ... OR-O.o-00 Ehd'Shear VI lbs 22.9% 2 ..:00-02-08 Coryt: -Shear. ........ :383 lbs . ...... 23.6% !OD%*:. I . .. ... .. .... ... :08'!-:16~.-04 eid..Defl- Total, Lo. L/999 (0.046") . : hIa::: n/a 2:~ MwO6-015 ... ... Live 6~d;Defl U999,(0.035') n/a n/a 04-06-08 -:TotaI:Neg.'D.Ofl'. ~xlJl*,~98'(-0.022"): n/a n/a:: 2 ~:I I'-OM0 :~Max-Defi.. .0.046' : . n1a n/a,: 2 04-06-06 ..... Can. va~ ~De.-:: -0.022" p n1a n/a 2. 11--00----00.~ ...... Vibritio6,-. 8' 7-'3/4".: 45.8% n/a .... 00-OMO ":Span Depth- 8*.9 . ... .. n/i n/a:, 0' -:00a.00,00 . ... .. .... . .. ... .... . . .... ... .. .... . .. ... % Allow % Allow ... .. .... 13iiringtuoports . DIni. ;(LiWj* Value Support Mernbbr Material BO WallffllaW 389.lbs' n/a .32.8% ..271/.2"42"-:: -Unspecified .. .. .. Bearn ...... 3-1/2" x 2- ~I Vibs .... . . 917% :22.7% Wria-Larn 1.7 VibrafionsuMmary, Subfloor 2.3/3270SB, Glue + Nail Gypsum Ceiling: 5/8", .. .... .. :,Strapping: None . .... Bracing: None- 'Citiffons,' .... . .. .... . ... .. .... ... .. . Design as sumes Too and Bottom -flanges to be restrained.': . .. .... . . . .... ... .. .... Notes . .. .... ... Page I cf.2. .... ... .. .... ..... . .. . ..... . . .. .... ..... . . -ft- W ~.p e_i4z OL L IA 1 .0 L L IT 15;, Z is V4 1;) Ct4 J61" CL t~L m Ajo 7 AP7 41 1A (w L PLd f L (SC9 -514T-: . .. ... . . \14 L-34, (3yi) 0 2c:k IN 01. so :(06) Z7 4t 's-'- -4~ -.Or 4- WFM%— U-P Al, da 5e 0 Lt)- w. w AQ 70, 2/5 16 L -L -) 7/~ t7 77*7 C A- - Wn A. -T- -7 _j 'p zll~c --4 rz IN . 4 A I ~'-rC~4 '15TVe L .3. v wl T-7 -_,a .7 m.. waJOos 0 ---w- -Lo. na 4.-M- 71' 'o' I 'Z-4-0 p'LL 77Z' 411 NJ 4.1 tP (r-P C271-0- Q~7.9, L L G -~~07( A.0-4<> 1 P 6 oo I t- L 4F C> 1- L YI Y ~6z 0 L Rel, ..0 rep, -,w . . . . . . . . . . ......... 7 ~ ol oll -" y 4j ~g Y 7,7,~7 ti oil . . . . . . . . . . . . xv 61 F, 3-- -y&6 - G7~ 4:.. Al aw m.. X CD ote; L 0 7 S. 7— -)7— A i:0 T"7 2 7 3 80* 4t— Ix LL m 7771 c 0 1114 7-707. . J. eZ i 3 7 7 0' (PI.- .6 ton 7- L 6 N4 . Wk : - ' YT f7 -w 7t~ -5E r T Mp -NW- lp, LL W D L OL FN . ..... A- '70( 1p -76 (Li,) &:!,6 (,LL V: i 3-46 LL 4w-"4- _77 qp4::> DL WA i 4-4; r r sit Opp i .0 *NW-: WL p ap LL . . 7 - ( ~-,, C 6 --ZO jp-_ )qD L -Z 6 -7. Ion. J , lz~ ------ l----P*-~--- 46 kmo low -70. (.L.L. PLL p: 17 ~7 ~WLj JI 41 L =-JA C.AN -5,L 7T A. .44~ L;.L J, q. _40 pL i= 14,( ~z i 2- 743 4, Im'N ~3 )::,?5 L Ilt :7 ui 6.4 Poll L. 4;~ 4- Lo 44, 0 C) T 7 -7-7 11-4,14 -7 1 ~j4 APT. Pop 3A 14- 0— -%Rot- r"r WLL Ak~ ~7 OL 4-4~ 4-4 ...... . . . . . . li ~ C 7 ).4a~ 14 cf -7 0 24- 4., W r 1, 6- en _; WT K-- w- Tr —T sit, Owl 11: -A 41+ La I 'Z77 4" 4.. . 4"6.^ w HCAO Ix 114c.>. :m t) =1 7 2_~. *A JL . .... ~i' IbIE5 rT r_ T~ de+ ...... .... ...... ... r-4 w a 26.-7 is IW :W2 --r- . . I - N 04' A61 ... 7771-- . .... T-11 AL— U a ".77 7 4p OL LLJ 0 (LL) 4. qw w IF AN-0) '4 46 4. 31 :4 A!,o t7 Ti T # w :.77. T r H '0 1.~ ...... ..... .... ... ..... ... 06 .. .... . .. .... . .. .... ... .. .. * . . .... ... ... a i . ..... . .. .... . .... .... . .. .... . .. ... ..... a 11 . .. .... ... ... ... ... . .. .... ... ... .. ... Project Me: Engineer, Project Descr Project ID: '2 t,--7 C— cl~ 14288.Dani6lson Street REFERENCES C01culations, p6r NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Loa—d Combination Set: ASCE 7-10 Material Prooerties; Analksls Method: Alowable-Stress Design Fb-Tenslon 2,9001.0psl E: Modulus of Elasficfty Load Combination ASCE 7-10 Fb - Compr 2 90P.0 psi Ebend-xx 2,000.Oksi Fc - PrIl 2:960.0 psi E m*idbe*nd - xx 1,016.54ksi WoodSpedes iLe.vel Truss J,oist. Fc - Perp 756.0 psi Wood Gride Parallam PSL 2.01E Fv 290.0 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral4orsion buckling Q(Q. 136) L(Q. 17) 5.25X1 1.075 Span = 19.0 ft Service loads entered. Load Factors will be applied for calculations. D=0.1360, L=0.170, TributarV Ndth = 1.0ft a)dmum Bending Stress Ratio Section'used for this span flo : Actual F8 ' Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflecdon Max'Downward Transient Deflection Max Upward Transient Deflection Mai Downward Total Deflection Max Upward Total Deflection 0.4631 Maximum Shear Stress Ratio 5.25XI 1.675' Section used for this span 1,342.90 psi tv . Actual 2,900.00psi Fv: Allowable +D+L Load Combination . 9.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.342 in Ratio = 666 - 0.000 in Ratio = 0 <360 0.616 in Ratio = 870 0.000 in Ratio= 0 <240 ,0.217 ': I 5.25xl 1.875 62.80 psi 290.00.psi +D+L 18.029 ft Span # I 0verall Maximum Deflections Load Combination Span Max. "2 Dell Location in Span Load Combination Max. *+"Defl Locabonin Span 40+L 1 0.6159 9.569 0.0000 0.000 Vertical, Roactions Suppol notation: Far left is #1 Values in KIPS C;id—Combination S'u*pport I Support 2 Overall MAXimurn 2.907 2.907 Overall MINimurn 0,775 0.775 D Only 1.292 1.292 +D+L 2.907 2.907 +D+Lr 1.292 1.292 +D-#,S 1.292 1.292 +D-10;750Lr4O;750L 2.503 2.503 4040.7501-+0750S 2.503 2.503 +M.60W 1.292 1.292 3.W1.875 Project Title; Erqiheer: Project Nscr. Proiect ID: z "13 14288 Danielson Street Suite.200 CODE REFERENCES- CaI&Y1ai(bns per NDS 2012, IIBC~20112, CIBC 2013, ASCE 7-10 Load Coftibina'fion Set: ASCE 7-10 Matedal. Properties Analksis Meffiod: Allowable Stress,Design Fb - Tension 1,000.0 psi E: Modulus of Elasticity Load Combinatioin ASIbE 7-10 Fb-Compr 1,000.0 psi Eb6nd-xx 1,300.Oksi Fc - PrIl 1,000.0 PSI Eminbend - xx 1,300.6ksi Wood Species Fc - Perp 1,000.0 psi Wood Grade' Fv 6~~..O psi Ft 65.0 psi Densfty 34.Opd Beam Bracing Beam is Fully-BracW against lateral-torsion b'uading Q(0.136) Q0. 171 r _"~pplled Loads Unff6nn'Load: D=0.1360, L 0,170, Tributary Width 1.0 ft Span 12.0 ft Service loads entered. Load Factors will be applied for calculations. aximurn Bending Stress Ratio Section used for thIs.span fb Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum oc . curs Maximum Deflecti on Max Downward Transient Deflection Max Upward Transient Deflection Max'Downward Total DefleGtion Max Upward Total Deflecdon 0.8041 Maximum Shear Stress Ratio 3.5xi 1. 875 Section used for this span 803.61 psi fv : Actual 1 000.00ps! Fv: Allowable +D+L Load Combination 6.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0. 126 in Ratio = 1146 0.000 In Ratio = 0 <360 0.226 in Ratio= 636 0.000 in Ratio = 0 <240 3.5A 1.875 5 5.62.psi 65.00 psi +D+L 0.000ft Span # 1 Overall Maximum D efiectlons Load Combination Span Max. *-~ Deft Locationin Span Load Combination Max. Def! Locationin Span +D+L 1 0.2262 6.044 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Combination Support I Support 2 Overall MAXimurn 1.836 1.636 Overall MINIMUM 0.490 0.490 D Only 0.816 0.816 +D-~L 1.836 1.836 ~D+Lr 0.816 0.816 +D+S 0.616 0.816 +D40.750ILr-#0.750L 1.581 1.581 4040.75OL40.750S 1.581 1.581 +0+0.60W 0.816 0.816 Span = 8.0 ft Service loads entered. Load Factors will be applied for calculations. 71 "1; Vwn na. 71 M, M M M 0 1 .... ... . ...... Maximum Shear Stress Ratio 0.251': 4~ Section used for this span U10 fv: Actual 4~27 psi Fv.: Allowable 180.00 psi Load Combination +D-~L Locatio ' n of maximum on span 7.241 ft Span # where maximum occurs Span # I PRect Title: Engineer Prdj'ect Descr: Orblect U 7, ..-CODE,REFERENCES+ Cal&ulations-p6rN , DS 2012i IBC 2012, CBC 2013, ASCE 7-10 Lie'& do th, biriation Set.: ASCE 7-10 Ahily'sis' M*eth~o_d; A . Ilo.wa,bid Stress Design Fb - Tension 90 . O.O.psi Load Combinition ASCE 7 . -10 Fb - Compr 900.0 ps I I Fc - Pill 11,350.0 psi Wood , Species :Pouglas Fir - Larch Fc - Perp 625!0 psi w6bd GrEde J0.2 Fv 180.0 psi Ft 575.0 psi .Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.396) Q0.495) E: Modulus of.Elaslitfly t6en.d-' xx 1,600;Oksi Eminbend - xx 580.0 ks! Density 32.210 pd 400 ..,pOlWd Loadi Uniform Load : D = 0,0840, L~= 0.080, Tributary Width I oft Nint'Loa, 0 D = 01.3960, L 0.4950 k (a) 4,0 ft PE ION SUM MARY FMaxilmumi''Be'n"ding S—trei-96i —Ratio 0.68111 Section used f6r this span U10 fb: Actua[ 743.88psi FB: Allowable 1,080.00psi Load:Combfnatlan +D+L 1ocatliinof maximum on span 4.000ft Spah 0 wh6e maximum occurs Span # I Maximum Deflection Max 06writvard Transient Deflection 0.045 in Ratio = ]VIax,L10ward.Trah'sient D ' eflection 0.0001n Ratio = Max bown'y#,- r~ Total Deflection 1. 4 0.086 in Ratio = Max Upward Total'Deflection 0.000 In Ratio = 2137 0 <360 1117 0 <240 w, 7 OveMll Mlzidmum Deflections Load Gombinatioh Span Max. Dell Location in Span Load Combination Max. Defi Location in Span +D+L 1 0.0159 4.029 0.0000 0.000 Vertical'Reactions; Support nolation Far left is #1 Values in KIPS Load ~ orn ination Support I Support 2 Overal(MAXimum 1.102 1.102 Overall.MiNimum 0.320 0.320 D Only 0.534 0.534 4D-,#L' .1.102 1.162 -.+D4Lr 0,534 0.534 0.534 0.534 '+I)40.750Lr40.750L 0.960 0.960 ,D+61501_40508 -0.660 0.660 Project Title: Enqi66er: Pried Descr: Pmlect ID: i4288,banielson Street CODE-REFERE1110ES CifcuIatl666'p6r NbS'2012, IBC 20,12, CBC 2013, ASCE 7-10 I Loadborribinatlon Set: ASC E 7- , 1 0 Maitoriall Properties -Anc-dysis Meth6d:Allowable Stress Design Fb'- Tension 2,900.0 psi E: Modulus.ofElasticfty LoO.Ci5mbiriation ASCE 7-~10 Fb - Compr 2,9P-0 psi Ebend-xx' 2,000.Oksi Fc - PHI 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species IlLevel Truss. -Joist Fc - Perp 750.0 psi. Wood Grade Parallarb PSL Z.OE Fv 200.0 psi A 2,025.0 psi Density 32.210 pcf Beam Bracing. Beam is Fully Braced, against lateral-torsion buckling O(O.396).L(O.495) D(l.21).L(I.182) 3.601.875 / -~Fplled Loads Service loads entered. Load Factors will be applied for calculations. UnifdrmLoid: D=0,2720, L=0.190, Tributary Width = 11.0ft PointLo9d:' D=0.3960, L=0.4950kA4.0-ft PointLoad: D=1.210. L=1.182k(cb8.50ft ~Wmum:me,nuing.zue5s maxio Section used for this span flo : Actual FB: AJ16wable Load Combination Location ofm~axirnum on span SPan# whieremaximum occurs Maximum Defiecfion Max Downward Transient Deflection Ma~ U ~ rd'transierit DO ction . pwa. e Max Downward Total Deflection Max Upward T661 Deflection Fam"I"R.M.6 OEM Ift'll 1.875 11~53.118 psi 290.60 psi 4D+L 9.015 ft Span#1 0.4701 Maximum Shear Stress Rabo 3.5x1 1.875 Section used for this span 1,364.13ps! fv Actual 2,900.00ps! Fv Allowable +D+L Load Combination ~ 5.000ft Location of maximu m on span Span # I ' Span # where maximum occurs 0.080 In Ratio = 1491 0.000 in Ratio = 0 <360 0. 177 In Ratio= 678 0.000 In Ratio = 0 <240 I OVerall Mairrium Ddectlions Load Combinatiori Span Max. DO Location in Span Load Combination Max. Dell Location in Span -;-D-:-L 1 0.1770 5.109 0.0000 0.000 Vertltal'!R~actions Support notation Far left is #1 Values in KIPS I nation Support 1 Support 2 VVC1011 InMA1111U111 O.I.V4 t. f VV Overall MiNimum 1.067 1,528 D Only, 1.779 2.547 -D~L 3,203 4.700 +D+Lr 1.779 2.547 1.779 2.547 4D40.750Lr4O.750L 2.847 4.161 Project Tifle: Enqlpeq:.~ Project Nscr: Project Q Z (a 14288 Danielson Street Suiiii4bo, CODE NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load. Combination Set: ASCE 7-10 Materlaf0rowties Analysis-Method: Allowable Stress-besign Fb - Tension 2,326.0 psi E: Modulus of Elasticity Load corribinkon, ASC~ 7-10 Fb - Compr 2,3216 0 psi Ebend~xx. 1,550.Oksi Fc - PrIl 2,050.0 psi Eminbend - xx 787.82ksi Wood Species iL.eVel Truss Joist Fc - Perp, 866.0 psi Wdod-Grade TimberStrand-LSL 1.55E Fv 310.0 psi Ft 1,070.0psl Density 32.2 10 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(1.74) ~(l .752) 1.7501,875 Span = 10.0ft —Applied Loads Service loads entered Loa.dfqrSp~nNumberl Uniform Loq& D = 0.1920, L 0.080.0, Extent 8.50 —> 10.0 ft, Tributary Width = 1.0 ft Point Load: D = .1.740, . L 1.752 k (a) 8.50 ff DES16N SUM'M'A , RY Load Factors will be applied for calculations. Maximum Bending S1;rqss Rabo 0.5901 Section used for this Span 1.75xl 1.875 fb : Actual 1,~71.77psi FB: Allowable 2,325.00psi Load Combination 40+L Location ofmaximurn on span 8.504ft Span #where maximum OCCUrs Span # 1 Maximum Shear Stress Rabo Section used for this span fv * Actual Fv: Allowable Load Combination ' Location' of maxinnum on span Span # where maximum occurs 0.7i7 : 1 1.75xl 1.875 222.14 psi 3~10.010 psi 40+L 9.015 ft Span # I Maximurn-Deflection Max Downward Transient Deflection 0.077 in Ratio = 1551 Max'Upwaid Transient Defle'ctlon 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0. 158 in Ratio = 760 Max,Upward Total Deflectl6n 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combinatl6n pan Max. Dell Location in Span Load Combination Max. *+"Ddfl Location in Span +D+L 1 0.1578 5.730 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Com inati6n ~u-pport 1 Support 2 Overall MA)Gmurn 0.554 3.346 Overall MINimum 0.170 1.047 D Onl~ 0.283 1.745 +D+L 0.554 3.346 +0.+Lr 0.283 1.745 +Q+S 0283 1.745' +D47501-r-47501- 0.486 2.946 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio 0.31§1 : 1 Section used for this span 525kI 1.875 fv : Actual 110.92 psi Fv: Allowable 290~06 psi Load Combination +D+L Location of maximum on span z t - 0.000 ft Span # where maximum occurs Span # I Project Title: Engineer: Project Descr: Proiect ID:. 2-7 14298 Danielson- Street Suite 200 ' Calc6litions per NDS 20.12, IBC 2012, CBC 2013, ASCE 7-10 Load Com'binaUon Set: ASCE 7-10 Material Properties Analys! I s Method: Allowable Stress Design Fb - Tenslon 2,900.0 psi E: Modulus of Elasfic#y Load CombinAo'n ASCE 7-10 Fb - Compr 2,90U psi Ebend~'xx 2,000,.Oksi Fc - Pril zgoo'!o psi Emlnbend - xx 1,016.54ksi Wood;Specim il-evel Truss Joist Fc - Perp 750:01 psi Wood Grade Parallam PSL 2.OE Fv 290'13-psi R 2,025.0 psi Density 32.210pd Beam Bracing Beam is Fully Braced against lateral4orsion buckling D(O.82) L41.02) QfQ.236~ UO.27) 5.25xl 1.875 Span 16.0 ft A itd LoWs W! 0.9 - 0- ~ Uniform Load : D = ~0.2360, L = 0.270, Tributary Wdth = 1.0 It R6inftoadL.: D = 0.820, L = 1.020 k A 7.0 ft DESIGN SUMMARY Maximum gending'Stress RaUo 0.777.1 Section used for this span 5.25xl 1.875 fb *: Actual 2,254.52 psi FB: ' Allowable 2,960.00 psi Load Combination +D+L Location,of maximum on span 7.007ft Span # Where.maximum occurs Span # I MaAmurkDeflection Max Downward Transient Deflecfion 0.374 in Ratio = 512 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max D6w.h.wa0 Total Deflection 0.694 In Ratio = 276 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Overall, Maximum Deflections . ........ . ........ Load Combination Span Max,'-"Deff Location in Span Load Combination Max. "4P Defi Loration in Span +D+L 1 0.6944 7.942 0,01000 0.000 Vertical Reactions Support notation, Far left is #1 Values in KIPS —Loiii6i~6in-a-t—o'n— '—Sh-p-p-ortl-- 'S'+u-p-p,,or't*2-,+ Overall MAXimurn 5.083 4.853 Overall MIN1mum 1.410 1.348 D Only 2.349 2.247 +04L' 5.083 4.853 +D41Lr 2.349 2.247 -1-D4-S 2.349 2.247 +D-+0.750Le-+0.750L 4.400 4:201 4".75OL40.750S 4.400 4.201 Z. PirojectTifle: ft.ject ib: ProlectZescr. WDEREFERENCES.. di~k@ifib~i ' ~6e-NDS ~012,,IB'b'2019.'CBC 2.013, ASCE 7-10 Loac1t'iom6Inatio*'n Set': ASCE 7-10 Analysis Method : 'Allo ' v~able S - tress Design Fb - Tension 2 'Load Combination ASCIt 7- i 0 Fb - Compr 2 Fc - Pdl 2 Xood~Species !Level-Truiss~Joist. Fc - Perp Wood diid6 Pirallarni.PSLZOE Fv Ft 2 B&Alrfi Bradng Bealm is'Full~ Bri66d against lateral4orsion buckling , 0 psi- E: Modulus of Elas#* '.'0 psi Ekibri'd- xk 2,000-Oks! ~Opsi Erbinbend - xx 1,016.54ksi 5.0 psi Density 32.210 pcf D(0.312J Q0.26) A Hed 16ads, Do I Service loads entered. Load Factors willbe applied for calculations. Uhff6rm . ; , Lobd'-: D 0.370,, L =.0,40, Tributary Width 1.0 ft -Po nt '0120 L=026069.50ft' TQtS1GAiiUWOY MAxitffurhr,,Beiidi.hg,,.Stt)6ss:Ratio ~ , ~ r I 0~4911: 1 Maximum Shear Stress Ratio . I . 0388': Sec I tion,used- I for.4his span 3.5x1 1.875 I S ection us~d for this span 3.501-.875 fb Actual 11,~25.04psi 1V : Actual 1112.60ps! FB::Allowable 2,960.60 psi Fv: Allowable 296.66,pi Load Combination +b4L Load Comb!6Mion +D+L Location-bUmaxim,um on span 5.036ft Location ofinaximum on span 0,000 ft ~p~an # 'wheremaximum occurs Span # I -# Span where maximum occurs Spam# I -Maximum 136fidctibn -'Max Downward Trahsi6nt Deflection 0.094 in Ratio = 1275 Wx'Up "word Transient [wection I 0.000 in Ratio = 0 <360 M ax bowin'ward Total beflection 0.182 In Ratio = 660 axt Oward T&al'6eflectlon 0.000 in Ratio = 0 <240 L. ...... ..... . OveMIUMaxiiinurn Deflections Lbad Combination Spin Max."-'Defl Location in Span Load Combination Mak.".O DO Location in Span 1 0.111816 5.03C e.0000 0.00U Vifficill Itiactions Support notation: Far left is #1 Values in KIPS nation, Support I Support 2 Ovarall MAXimum .1 A79 A 1914 Overall MlNimuftf 1.119 1188 DOn 1.666 2.146 3879 4.*393 +D4.Lr 1.866 2.146 .1.866 2.146 +040J~OU+01601L 3.3i5 3.832 40+0.750L+O.,750$ 3.375 3.832 Project Title: Enoineer: Project Descr Prolect ID: 01 14288 Danielson Street CODE REFERENCES- C61culabdhs per NDS 2012, fbd-2612. CBC 2013, ASCIE 7-10 Load Combinatibn Set: ASCE 7-10 11wate'rial. Properties An6lysis'Method -,Allowable Stress Design Fb - Tension 2 900.,0 psi E.: MoNus of Elasficfty L6ad'b6mbiriatiion ASCE 7-10 Fb - Compr 2:900,~Opsi Ebe"nd- xx 2,000-Oksi Fc - PrIl 2,900.0 psi EmInbend - xx 1,016..54ksi Wood Species I Level Truss Joist Fc - Perp 75010 psi W6od1l36& Parallam PSL 2.OE Fv 290. 6 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.16 L(O.4) D(2.15) 2.25) Q(0.1841 L(O.07) 3.5xl 1.875 3.501.875 Span 4.0 ft Span a 12.0 ft _ARPIl6d Loads Loa'q,for Spain Number 1 Point Load: Z.= 0.160, L=0.40k(@0-0ff Load ' for Span'Number ' 2 Uniform -Load ' 0 = 0;1840, L = 0.070 k/ft, Extent 0.0 —>> 7.0 ft. PoiritLoaid:_13-115.0, L=2.250k(@'7,0ft Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft MC01MV OUNFIVAPH Molmum, Bein.din, Sottlori u - sed f4 flo : FB -LoN.Combination Locationof maximum on span Span kwheire maximum occurs Ma)umum be'llection Max Dovinward Tr ansient Deflection Max: Upward TransI6 i nt DefiecUon M'"b ;! i - ' ` ~ ax 6wnward Total Deflection Mix U'p,ward Total Deflection Maximum Shear Stress,Ratio 1 Section used for this span 3.5x1 1.875 fv :Actual 109 * 75 psi Fv.: Allowable 290.00'ppl Load Combination +D+L Location of maximum on span 4.000 ft Span # where maximum occurs Span # I 0. 135 in Ratio = 1066 -0.09.5 in Ratio = 1004 0.313 in Ratio = 459 -0.261 In Ratio = 366 1, Stress Ratio r this span Actual : Allowable 0.7271 3.5xl 1.875 2,108.10psi 2,900.00psi +D+L 6.972ft Span # 2 Overall Maximum Deflections Load Combination Span Max. *2 Dell Location in Span Load Combination Max. Defi Location In Span 1 0.0000 0.000 +D+L -0.2610 0.000 +D+L 2 0.3133 6.302 0.0000 0.000 Vertical Readions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.839 2.899 Overall MINimurn 1.213 0.946 D Only, 2.022 1.577 +D+L 3.839 2.899 Pro' c' Title: E 68~in e Pr 9 oj Descr: 14288Nnielion Street Prolect ID: CODE'REFERENC Oa-1cul6b onq berNDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combina tion Set: ASCE 7-10 illA146A#Prdpertfiss Analysis M6thod:,-'k1loyv0ble. Stmss; Design Fb - tension 2,QOO',O psi E: Modulus of Elasticfty Load'.'blornbiriation AsCE 7-16 Fb -- Compir 2,900.0 psi Ebeeid-*xx 2XO-Oksi Fc - Pril 2,9.00.0 osi Eminben'd - xx 1,016.54ksi Wood Species iLevel Truss Joist Fc - Peep 750 ' 0 psi ra am,PSL 2.OE Wood:Grade- Pa 11 Fv 29010 psi Ft 2,025.0 psi Density 32.2 10 pcf Be.am'Bra.cing ::.Beam is Fully Braced against lateral-torsion buckling D(I.74) 1.72) D(O.D4 Vo.! 3.5A1.875 Span = 8.50 ft 0014d,Oads- Service loads entered. Load Factors will be applied for calculations. )qd,for pan' umber 1 N UnKoftLoid-: D~0.0420, L=0.120kKt,EXtent=0.0->>4.0f1, Tributary Width = 1.0ft ,U61formi_6~'dL: D4.2240, L~-0.640 k1ft, Extent= 4.0->>8.50ft, Tributary Width = 1.0ft 'Pdni,116id: D-'='`1.7'40, L=11.720k(ED4.0111 fftGN SUMMARY iiimU-'ri'Be'ndinj',~Stress Ratio 0.61 (It 1 Ma)(Imum Shear Stress Rafio 1, Section uie'!6 fbr.this span 3.5xl 1.875 Section used foe this'span 3.5kl 1.875 fb .Actual 1 '1769.31 psi fv: Actual 137;45,psi FBL: Allowable 2,900.00ps! Fv : Allowable 290.00 psi I LoAd.Combinatlon +D+L Load Combination +D+L Location of maximum on span 4.002ft Locallion of rri~)drrfum on span 7.538 ft S I . i pan# w-h iremaximum occurs Span # I Span # where maxim6m occurs Span # i Maximdemb6fi6doh m6x bownwar&TranslOnt Deflecdon 0.088 in Ratio = 1160 Max: 1.10vvard-Transiant Deflection 6.000 in Ratio = 0 <360 x ownward1otal'Deflection 0.144 in Ratio = 706. max'Llowird.Total Defleiction 0.000 in Ratio = 0 <240 049rall.Wximunt OdiOdions Load ombination Span Max."-'Defi Location in Span Load Combination Max. "+~ Defi Locationin Span +D+L 1 0.1444 4.312 0.0000, 0,0130 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 3.356 4.640 Overall MINimum 0.790 0.960 D On4 1.316 1.600 40+L 3.3 56 4.640 +b4t.r 1.316 1.600 +D+S 1,316 1.666 4;, Prpjeot Tifle: . . . Peject Descr: Prolect ID: Cal6q ., ptiorip MC57-110 I* ddmblhation~`Set :'AS' C`E 7-10 Witbrial:-Properties An joiloiiable,Stlress Gesign a_ly4is M-ethod - -A] Fb Tension .0 2,~QQ psi, E Modulus of 06~ 10% Fb-C I o r . npr 2 90040 psi Ebend-xx 000.Oksi Fc - PrIl 2 966~b "psi Eminbend xx. IjO16-64ksi, Woodtpicids !Level' russ Joist Fc - Perp 750. - "0. psi -,Wood Grade- Parallam O.SL 2.dE Fv 29b.0 01, Ft 2,025.0 psi Density 32.210 pcf Beam"Racing, Beam is F611y Braced against lateral-torision buckling D(O. 184) UO. 161 o(O.1 6 L(-0.4) D(O.256 L(O.08) D(I.87 2.01) Q10.08) L(O.16) 3,411.875 3.5xi 1.875 -Span 4.0 ft Span 12.0 ft APO" L600 Service loads entered. Load Factors will be applied for calculations. Lbadldr SpanUmb6O L=o.4ok(aO_Oft Load for,'SpkNurnite r'2 . , - - , 1 O n , Jfdrm W ad.: D .080, L =:O .1% kft-Extent 2.0 —>>.6.50 ft. Tributary Width 1.0 ft "Uniform Load : D=.O~11840~-L.=0.160kift'Extent=6.50—>>12.Oft, Tributary Width `_ 1.0 ft ~6ini ad: D ~_'1'370 LtHlOk' ':6.50ft q mm ams m. .9 no .'Maixim'urn Bendllinj. . Stress Ratio 0.7931 Maximum Shear Stress Ratio OA34 I -SdiAdn uSed'fdr thi's ippn 3.Sxl 1.875 SeLton used for, this Span 3.5x1 1.875 N: A61tu'al - f1b;Actual 2,298.66psi 125.92 psi ro'::Allowaule Z'kivu.UUP51 Fv: Allowati.le z zUU.UV psi Load Combination +b+L Load Combination tDA 1~6696n o-f-max1mum-on span 6.'503ft Location "of maximurn on span 11.061 ft Sp re maxim um 00 Cu _ I'S .an, , whe Span # 2 Span # where nrodmurn occurs Span # 2 M, axi urriDeifiection Max* D6wri-iWar&Tra~nslentl2leflection 0.177 In Ratio = 814 Ma~,Up"rd;TOarWerit~Defle6fioin -0.141 in Ratio = 682 Max, Downward.7otal Deflection .0.351 in Ratio = 410 Mia'IJ16 r81-otal b6flection -0:299 in Ratio = 320 MAximum-DeflictIons , '.11CIVirall -CcGi~6 o..;m- 6J ina-tGO." ~a*x'.`-~`D+efi Loca,tion in Span Load Combination Max. DO Location in Span 1 0.0000 0.000 +D+L 42992 0.000 +D+L 2 0.3512 6.235 0.006D 0.000 Verkal-116ictions Support notation: Far left is #1 Values in KIPS Load Combination' Support,1 Support 2 Support 3 OveraliMAXimum. 3.936 3.812 Overa ki~imum 1.049 1.146 Project Title: Engineer Projed Descr Prolect ID: ~~z 14288 Danielson Street Suke'2W - CODE REFERENCES;- Calculations per NDS 2012, IBC~ 2012, CBC 2013, ASIC E 7-10 Load Combinabon Set: ASCE 7-i 0 Analysis Method,: Allowable.Stress Design Fb -Tension 2,900.0 psi E: Modulus of Elasticity LoidCombinationASCE7-10 Fb - Compr 2,000,0 psi Ebend-xx 2,000.Oksi Fc - Pril 2,900.,o psi Erninbend - xx 1,016.54ksi Wood Species iLeVel Truss Joist Fc - Perp 7%0 psi Wood Grade Parallam PSL 2.OE Fv 2904 psi R 2,025.0 psi Density 32.210 pcf Beam Oracing Beam is Fully Braced against lateral-torsion buckling D(O . .256) L(O.08) D(O.208) U0.28) 1)(0.208) L(O.28) 5.25xg.25 5.25X9.25 Span 13.0 ft Span 3.0 ft Aoplied~!Lo-ads. Service loads entered. Load Fact . ors will be applied for calculations. Load for Span Number 1 PointLoad: D=02560, L=0.080kA2.0ft Uniform Load: D = 0.2080, L= 0.280 kift, Extent= 2.0—>> 13.Oft, Tdbutar~ ffidth = 1.0ft Loadfor Span Number 2 UnIforml-dad: D --'02080, L=0.280. TributarYWIdth=1.0ft imurn Bending Stress R Section Used for this span fb :Actual FB : Allowable Load Combination Ocationof maximum on span I , ' I Span # where niaximurn oocurs Maximum DeflecUon Max Downward Transient Deflection Max U p-waid Transient Deflection Max Downward Total Deflection Max Upward Total, Deflection 0.5021 Maximum Shear Stress Rabo 5.25x9.25 Section used for this span 1,455.46psi tv: Actual 2,900.00psi Fv: Allowable +D+L Load Combination 6.173ft Location of maximum,on span Span # 1 Span# where maximum oocurs 0.218 in Ratio = 715 -0.138 in Ratio = 522 0.390 in Ratio = 399 -0.246 in Ratio = 292 0.316 :.1 5.25xg.25 91.53 psi 290.00 psi +D+L 12:274 ft Span # I Overall Maximum Deflections Span Max."-"Defl Location in Span Load Combination Max-'+~ Defi Location in Span +D+L 1 0.3904 6.391 0.0000 0.000 2 O.W 6.391 +D+L -0.2459 3.000 Vertical- Reactions Support notation Far le.ft is #1 Values in KIPS L~Wd 66;~6:ina U-o_n__"_._--- S.-uppo.-it-.1. Support 3 Overall MAXimurn 2.386 4.782 Overall HNIMUM 0.668 1.233 D Only' 1.113 2.0.55 2.386 4.782 7f- Project Title.~ E , hgineer: Prolect ID: Project Descr CODE REFERENCES., dellc6latibns p6r.NDS 2012, IBC,2012, CBC,2013, ASCE 7 -10 Load Cdmbi~"onZe*t: ASCE 7-10 M -mid Ana"is Method: AlioWi~"le S*tress ~Desl~gn Fb - Tension 900.0 psi E: Modulus of ElasUcity Lo.al"Combiridon ASCE 7-10 Fb - Com r 900;0,osi p Ebend~ XX". 1,60Uksi Fc - PdI 1 135090 psi EmInbend - xx 580.01ksi Wood Species Douglas Fir - Larch Fc - Perp 625 1 .0 psi Wo6d:,Gfade No.2 Fy 180.6 psi Ft 575.0-psi Density 32.210 pcf Bearn ftaid,rig Beam is Fully Braced against lateral-torsion bucklirg W: ;.v J, 4XI 0 4X10 A00116d Lbads Service loads entered. Load Factors will j4p applied for calculafions. Loald,f6r Soan'Number I UnIfdrmToad'::D-_ 0.080. L =,0.060. Tributery Width 1.0 ft Load for. Span NUmImir 2. A , L=O~ Un rimboad: D=0.080, .060, Tdbutary Width 1.0 ft fiamp""91. We MIMI, !Maximurn~gehdin'-g',Stress.Raifl6 04111:1 Maximum Shear Stress Ratio 0.094'.11- Secho'n used'f6r this, -span 4xI0 Section used for this span 4XI 0 fb.- Actual 11 9W psi fv :'Actual 165.84:psil FP: Allowable 1,080.00psi Fv: Allowable 180.00 psi Load Combination +D+L Load Combination +D+L Loc6tlo " n - of, . maximum mspan .3.318ft Location of maximum on span 2.000 ft Span where.maximum occurs Span # 2 Span # where maximum occurs Span # 1 'Ma'ximurKIDeflectiori Max D6wnward Transient Deflection 0.004 in Ratio= 20527 Max,UpWard Transient Deflection -0-002. in Ratio 21392 MaxDo vvardT6tal eflection 0.008 in Rato 8797 K4a'x Upward Total DeRection' -0.065 in Ratio 9168 Overall M' aximum Ddlections Load Combination Span Max."-"Defi Locationin Span Load Combination Max. W Pefl Location in Span 1 0.0000 0.000 +DA -0.0052 0.000 +O+L 2 0.0082 3.151 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIOS Load-Combination support I Support 2 Supporl 3 Overall MAYjmum 0.747 0.373 Ov 'era imum D.256 0.128 D.Only 0.427 0.213 404L 0.747 0.373 4D4Lr 0.427 0.213 I - - " 14268 Danielson Street S~hi A~ , Project Title: Engineer: Project Descr: Project I,D: 3+ diDDE kFERENCES Calculations peir NDS 201.2, IBC 2012, C13C i613. ASCE 7-10 Load,combinabon Set: ASCE 7-10 —Material, Properties KnzilyslS Method - Allowable Stress'Design Fb Tension 900.0 psi E: Mod6lus of Elasticfty Load Combination ASCE 7-10 Fb - Compr go 0 ~. 0 P, S [I Ebend-xx 11,600.0ksl Fc - PrIl 1,350.0 psi Eminbend ~xx 580.Oksl Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi - Wood Grade No.2 Fv 18.0.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.01 L(O.02) Q(Q.Qi~QO.02) 410 400 Span = 5.0 ft SW - M.-D A Iculations. pplied Loads Service loads entered. Load Factors will be applied for ca ' Load for Span.Numberi Uniform Load : D = 0.0160, L = 0.020, Tributary Width = 1.0 ft Load for Span llu mi ' b ' 6r 2 Uniform16ad- D=0.0160, L=0.020, Tributary Width = 1.0ft aximum. Bending Strbss Ratio Section used for this span fb, : Actual FB: Allowable Load Combination Location of maximum on span Span At Where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient. Deflection Max Downward: Total, Dell I ection Max Upward Total Deflection Overall MaWimunri Deflections Combination Span Max."-* Dell Location in Span Load Combination Max. W Dell Location In Span 1 0.0000 0.000 +D+L -0.0009 3.464 40+L 2 0.0108 4.000 0.0000 3.464 Vertical Reactions Support notErtion Far left is #1 Values in KIPS Load dorribination Support 1 Support 2 Support 3 Overall MAXimurn 0.032 0.292 Overall MINimurn 0.00§ 0.078 0 Only 0.014 0.130 +D+L 0.032 0.292 +D+Lr 0.014 0.130 —6.0"6-4-11 4x1 0 69.24ps! 1,080.00 psi +D+L 5.000ft Span # 1 Maximum Shear Stress Rabo U3 1 1 Section used for this span 4xi 0 fv:,Actual 5.58 psi Fv: Allowable 186.00 psi Load Combination Location of maximum on span 4.246 ft Span # where maximurn,occurs Span # I 0.006 in Ratio= 15934 0.000 in Ratio = 0 <360 0.011 in Ratio = 8852 -0.001 in Ratio = 67113 Project Title: Engihe*er: Project'Descr Project ID: 1428H60ielsdrif Street CODE REFER~q!~ Calculations per NDS 2012, I.BC 2012, CBC 2013, ASCE 7-10 Load, Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elasticity Lo4d,CombiriationLASCE 7-10 Fb - Compir 2,325.0 psi Eband-xx 1,550-Oksi Fc - PrIl Zb5b'~d psi Eminbend - xx 787.82ksi Wood Species !LeVel Truss Joist Fc - Perp 800.0 psi ftod Grade TImberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.b psi Density 32.2 10 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling 1)(0.01)MR,9%) L(O.02) Q(Q.01 U0.02) W0.01 L(O.02) 777-7 ~7- 1.754.25 11.75X9.25 1.754.25 Span = 2.0 ft Span 10 .50 ft Span = 4.50 ft Oiled Loads Service loads entered. Load Factors will be applied for calculations. Load for Spari'Number I Untform Load: D = 0.0160, L Q.020, Tributary Wdth = 1.0 ft Point Load:. D = 0.010, L=0.020kQ0.0ft Load for Span Number 2 Uniform'Load: D=0:0160, L=0.020, Tributary ffidth = 1.0 ft LoW'for Span Number 3 Uniform Load D = 0.0160, L = 0.020, Tributary Width = 1.0 ft DESIGN'SUMMARY . ...... 5 mimurn Pending Stress Ratio 0.0751 Maximum Shear Stress Rabo -0.056 1 Section used for this span 1.75xg.25 Section used for this span 1.75xg.25 fb : Actual 175.27psi fv : Actual I ~.21 psi FB: Allowable 2,325.00psi Fv: Allowable 310.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span 10.500ft Location.of maximum on span 9.794 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Maximumbeflection Max Downward Transient Deflection 0.012 in Ratio = 10486 Max Upward Transient Deflection -0.005 in Ratio = 8768 f Max Downward Total Deflection 0.022 In Ratio = 5609 Max Upward Total Deflection -0.011 in Ratio = 4436 Overall Maximum Diaftections --'!~i-d 'C""o-im-'6*1 n*'a-fi'-o-n- -S-,p-a-n*' M-ai. -D-e,fl** L--o-c' a-fi'on-in Span Load Combination Max.'+~ Defi Location in Span 1 0.0000 0.000 +D+L -0.0108 0.000 +D-#L 2- 0.6225 4.853 0.0000 0.000 +D+L 3 0.0077 4.500 +D+L -0.0008 0.756 VerticalAeactions Support notation : Far left is #1 Values in KIPS oad Combination Support.1 Support 2 Support 3 Support4 OveiR MAX-imu-m 0.269 0.373 psi 1,350.. 0 psi 626b 0i 180.10 ps i 575.0 psi E: Mod.ulus of Elasticity .Ebend- xx 1.600.0ksl Erninbefid - xx 580-Oksl Density 32.2 10 pcf 200 2x10 Project Title: Enpi per— Proied ID:, Prqje19a,De's'cr: r2MR pn—~11111111111111 14288Danielsion Street Suite 2001. D Cal ..11 6 o % ns. p , er DS 2012i IBC 2012, CBC 2013, ASCE 7-10 L bin~uibh.Set : ASCE MO Analysis Meth od:, Allowable Stress Design Fb - Tens'ion Loadtombin.atliin ASCE 7-10 Fib - Compir Fc - Pdl W60d'Spedies Douglas Fir - Larch Fc - Perp Wood Grade: No.2 Fv Ft BeOm BrAlcingi Beam is Fully Braced against lateral-torsion buckling . 1)(0.1 Span 2. 0 ft Appfled:Ldads, Load lbr:Sp6h Number 1 uniform Lok:' b 0.02130, L ='0.02670 , Tributary Width = 1.0 ft Point(6ad-.- D=0:120, L=0.15HOO.Oft Lo6df6rS'" N imtier2 . paLn u Uniform Load : D = 0.02130, L 0.02670 , Tributary Width = 1.0 ft 6ES16M S&AW~Ry` nuim BendindStress Ratio '11~laxi 0.360:1 Section used for this span 2x10 fb : Actual 356.79psi FB : Allowable 990.000si Load Combination +D+L Lo ' cation dfmaxil ' mum on span 2.000ft Span 0 where maDdmum occurs Span # 1 Maxim'Urrib6fiedtion Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. M.a)dmum Shear Stress Ratio 0: 196": 1 Section used for this span 2x10 tv :Actual 35.62 psi Fv:.Allowable 180.00 psi Load Combination ' +D+L Location of.makimum on span 2.000 ft Span # where maximum occurs Span # 1 Nix Downward Transient Deflection 0.010 in Ratio 4838 Max U I pWard,Ttamsient Deflection 0.000 in Ratio = 0+ <360 Max DowhwardTo6I Deflection 0.018 in Ratio = 2688 MajXrU0Ward'Tot6I Defieciii6n' ~0.002 in Ratio = 14111 Ovenii 11. hlixiiiinurn Deflections Combination Span Max. *-"Defl Location in Span Load Combination Max. W Dail Location in Span 1 0.0179 0.000 0.0000 0.000 2 0.0000 0.000 40+L -0,0017 0.838 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination, Support I Support 2 Support 3 Overall MAXimm 0.732 Overall MINirum .D Only 0 * 195 0.325 '*D+L 0.732 -0.072 -0.120 -0.270 Project Title: En , gin'eer: Project Descr Proied ID: ?~ 7 14288 Danielson Street tdbi k, FbF-E~ R-O'd-ES... Caldulations-'per,NDS 2012, IBC: 20.12, QBC 2013, ASCE 7-10 Load~'66hjl~in6tlon'8611:,; AS CE 7-10, Mattiriall'Properties 900.0 psi E: Modulus of Ela~ AnilyslOethod Ailowable Stress Design Fb - Tension 00Y .Load d o , m bination AS , C E 7- ; 10 Fb - Compr 9010 _0 psi Ebend-xx 1,600.0ksl Fc - Pdl 1,350...0 psi Eminbend - xx 580.Oksi Wood Species Douglas Fir - Larch Fc - Perp 625.0 psi Wood Orid No.2 Fv 180".'0 psi . I I I . a, e - Ft 575.0 psi Density 32.210 pcf Beam Br~clng Beam is Fully Braced against lateral-torsion buckling D(O.17 L(O.21) 0211(0.02V) T.V*(V67) 200 2AD Span = 1.0 ft Service loads entered. Load Factors will be applied for calculations. ed L6ids Load for Span Number I 004orm Load...- . D =: 0.02`130, L 0.02670 , Tributary Width = 1.0 ft Po1hILoad:,D=0.170, L=0.210k(cDO.Oft Load.for Sp'an:Nuimb&r 2 - b = 0.02130, L = 0.02670, Tributary Width = 1.0 ft: DESIGN SUMMARY tr ;. ! ~j makirri6irK86ndirig Stress Ratio ABS1 Maximum -Shear S 1 ; 0.506 T Section used:f6r this span' 2x1.0 Secfion used for this span 2x10 f b - - Actual 480.21 psi N' Actual 91.16,psi FS: Allowable 990.00psi Fv: Allowable 180.00 psi .Load Combination 40+L Load Combination +D+L Location of maximum on span 21.000ft Location of maximum on span 2.000 ft Span #where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.010 in Rato 4730 Max: Upward f ransi ent De'llillection 0.000 in Ratio = 0 <360 Max bown-w'ard Total Deflection. 0.0 18 in Ratio = 2616 Max Upward Total Deflection -0.001 in Ratio = 1 G1950 Over011 MaArrium Deflections — ------ _;_-Deff Location .- i . n Span Load Combination Max. Dell Location in Span Load Combination §pan Iiiii. +DA 1 0.0183 0.000 0.0000 0.000 2 0.0000 0.000 +D+L -0.0006 0.425 Support notation : Far left is #1 Values in KIPS Support I Support 2 Support 3 Ovemll MINImurn 0.364 -0.223 D Only 0.606 -0.372 +D+L 1.356, -0.832 Project Title: Engineer: Project Descr Project ID: 4!!!P ~~o 14288 Danielson Street S06'206' CalcUl atibris-per NDS 2012, IBC 2012, EBC 201*3'. ASCE 7-10 Load. Combination Set: ASCE,7-10 Analysis -Method: Allowable St - ress; Design Fb - Tension 2,900.0 psi E: Modulus of ElasUclily Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend-xx 2,000.Oksl Fc - Pdl 2,900.0 psi Eminbend xx 1,01 6.-Miksil Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,026.0 psi Density 32.2 10 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling b(0.13'. L(O.16) D(O.064) U0.02) 0(0.131 U0.16) *7— ISOM 3.5X9.25 Span 2.0 ft Span = 12.50 ft __A0p1jp0 Loads Service loads entered. Load Factors will be applied for calculations. 'Load for Span Number 1 U rifform Load: D -_ 0.0640, L 0.020, Tributary Width 1.0 ft Point Load.: D = 0.130, L = 0. 160 k (@ 0.0 ft Load for Span Number 2 Uniform,LoAd,; b-' .130, L=6.160, Trib taryWidth=1.0ft -0 u aximurn Bending, Stress -Ratio Section. us'ed forihis. span fb Actual FS: Allowable Load, Combination of L Location maximum on span Span # where, maximum occurs MaximumZibfiectlon Max'D6whward Transient Deflection Max Upw6rclTrans!"erlt. Deflbao'n Max Downward To't~I.Defiectlon Max Upwa I rd Total L Detection 0.4321 Maximum Shear Stress Ratio 3.5X9.25 Section used for this span 1,273.32psi fv : Actual 2,900.00ps! Fv: Allowable 4D+L Load Combination 6.425ft Location of maximum on span Span # 2 Span # where maximum occurs 0.179'in Ratio= , 839 -0 ' 084 in Ratio= 568 0,320 in Ratio= 468 -0.150 in Ratio = 320 3.5x9.25 M43 psi 290.00 psi +D+L 2.000 ft Span # 1 Overall Maximum' Deflections Load.Combination Span Max."-"Defl Location in Span Load Combination Max.'+"Defl Location in Span 1 0.0000 0.000 +D+L -0.1498 0.000 +D+L 2 0.3204 6.355 0.0000 0.000 Verl:ical Reactions Support notation Far left is #1 Values in KIPS Supporl I Supp ort 2 Support 3 Overall MAXimurn 2.330 1.753 Overall'MINimum' 0.661 0.469 D 041Y 1.102 0.781 +D+L 2.330 1.753 Project Title: Engineer: Pfoject ID: 3q Project Descr CODEftEffRENCES— Calculations per.-NDS. 2012.' IBC 2012, CBC 2013, ASCE 7-10 L69 d , Co . r : Ob , ination Set : AS CE 7-10 Mateiri~I'Prop'erties Analysis Method: Allowable Stress Design Fb - Tension 2j3?U psi E: Modulu,s of Elasticfty Load, Combinition'ASCE 7-10 Fb - Compr 2,325.0,psi Ebe,nd--xx 1,550.,Oksi Fc - Prll 2,0501.0 psi Eminbend - xx 787.82 ksl Wood Species ll-evel Truss.Joist Fc - Perp 800.'.0 psi W66d~Graide TlrnberStrand LSL.1.55E Fv 3110.0psi Ft 1,070.0 psi Density 32.210pcf- Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.016) U0.02) Q(0.016) U0.021 DfO.016) L 0.021 1.75xll.875 1.750 1.875 11.7501.875 Span 3.0 ft Span = 9.50 ft Span = 1.50 ft ADDIlidloads Service loads entered. Load Factors will be applied for calculations. 1~fiig nNumberl Uniform Load : D = 0.0160, L = 0;020, Tributary Width = 1.0 ft Load'f6r Span, Number Unifouni-oad: D=0.0160, L=0,020, Tributary Width = 1.0ft Load for,Spin Number 3 Unfform'Load~ D*=0.0160i L=0.020, Tributary Width = 1.0 ft SUWARY Bending Stress Ratio 0.63-211 Section used for this span 1.75xi 1.875 fb: A ' ctual 89.61 psi FB: Allowable 2,325.00psi Load Combination +D+L Location of, ma'kimum on span 5.109ft Span # -where maximum o . ccurs Span # 2 Ma)dmum,Deflecdon, 1 ~, r-~.~,'De s . i 6, n:: 0 K Maximum Shear Stress Ratio 0.035 :1 Section used for this span 1.75xl 1.875 fv : Actual 10.78 psi Fv:'Allowable 310.00 psi Load Combination +D+,L Location of maximum on span 3.000ft Span # where maximum occurs Span # I 'Mak Qdwnward-Triansient Deflection 0.007 in Ratio = 16598 Max Upward Transient Deflection -0.003 in Ratio = 10678 Max D6wnwardTotaI Deflection 0.012 in Ratio = 9221 Ma x UpWard'Totaf befi,ection -0.006 in Ratio= 5932 Overall Maximurn Deflections Load, om -Ination Span Max.'*-"Defl Location in Span Load Combination +D+L 2 0.0124 4.950 3 0.0000 4.950 +D+L fertica-l'Reictions Support notation: Far left is 41 oad omblilition Support 1 Support 2 Support 3 Support 4 Max.'+"Defl Location in Span -0.0080 0.000 O.ODOO 0.000 -0.0061 1.500 Values in KIPS Overall MiNimum 0,078 0.057 Project Title: Engineer: Project Descr: Projecl ID: 4-cr-> 14288 binielson Street ,C0DE REFERENCES: qalc6IaiIo'ns,pqr NDS.20112, 113C 2012, CBC 2013, ASCE 7-10 Load Cornbiriabon Set: AStE 7-10 Materia'[ Properties Analysis Method: Allowable St - ress Design Fb - Tension 2,3251~0 PSI E: Modulds of Elasticfty Load to' in bination ASCE 7-10 Fb T Compr 2,325.00sl Ebend-xx 1,550.Oks! Fc - FMI 2,050.0psi Eminb end - xx 787.8 2 ks! Wood'Species ilLevel fruss Joist Fc - Perp 80070 ps! Wood Gradd TimberStrand,LSL 1.55E Fy 316-0 psi Ft 1,070.0 psi Density 32.210 pef Beam Bracing Beam is Full[y. Braced against lateral-torsion buckling 1.7501.875 1.7501.875 D.0 R 2.0 A d,Ldads.. Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 unif6rin'Load:: b = 0.0320, L = 0.040, Tributary Width = 1.0 ft Point L6 - ad D = 0.. 130, L = 0.160 k (&2.0 ft le~q,irjil~c aximum Bending-Stress Ratio Sectio , n us , ed for this span fb : Actual FB: Allowable Load.Combin.ation. Location of maximum on span Soon #where maximum occurs Maximum Deflection Max Dowriwadl-Transient Deflection Max- 60, ,W~rd Transient Deflection Max Downward Total Defiedfion Mai Upwird total ~ beflection 0.091:1 Maximum Shear Stress Ratio 1.75xl 1.875 Section used for this span 21 1.23psi fv : Actual 2,326.00psi Fv: Allowable *D+L Load Combination 10.000ft Locaition of maximumon span Span # 1 Span # where maximum occurs 0.014 in Ratio = 3al 4 -0.012 in Ratio = 10170 0.026 in Ratio = 1830 -0.021 in Ratio = 5618 0.085 111.7ticl 1.875 26.22 psi 310.00 psi +D+L 10.000 ft Span i 1 0~rerali Maximum Deflections Load Combination Span Max. "-~ Defi Location in Span Load Combination Max. Dell Location in Span 1 0.0000 0.000 +D+L -0.0214 5.810 +D+L 2 0.0262 2.000 0.0000 5.810 Virtical'Riactions Support notation Far left is #1 Values in KIPS Load orn Ination Support I Support 2 Support3 Overall Fmximum -0.072 0.506 Overall. MINimurn -0.019 0.136 [),Ohly -0.032 0.226 +D+L. -O.Oi2 0.506 +D+Lr -0.632 0.226 +0+S -0.02 0.226 I -14288'Danielkn Street , Suli~2 00, Proo Title: EniqineeK.' Proj6c( Descr Project ID: 4-1 CODE REFERENCES- bii(culations:oer, NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load , 'Combination Set: ASCE 7-1'0,-- Material Pr6perties W pod Species Wood Grade Beam 6radng J,: Allowable Strees Design Fti - Tension 2,9001.0 psi on ASCE 7-10 Fb - Compr 2,90 ' O.D ps f - Fc - Pr1i . Z90o.0 psi- il-evel Truss Joist Fc.- Pero 760.io psi Parallam PSL 2.OE Fv 290.0'psi Ft 2,025.0 psi Beam is Fully Braced against lateral-torsion buckling E: Modulus of Elasticfty Ebend~xx 2,000~0ksl EmInbend -xx 1,016;64ksi Dens4 32.210 pcf 12) 3.501.875 3.5X1 1.875 pplled'Loadsl~ Service loads entered. Load Factors will be applied for calculations. L6ii~ 6 ip r I Uniform Load':: D = 0,0980, L 0.280, Tributary Width 1.0 ft Load for S pan #nber 2- Uniform'Load: D=0.0320, L 0.040, Tributary Width 1.0 ft P6int*Load.: D=0.090, l-=0.120k(@2.0ft DESIGN SUMMARY' "-f-Mr. Me 5G"ximum 1136ndling- Stress Ratio 0.224.1-- Maximum Shear.-Stresi Ratio .'.01 98 Se6ti6h used for this span 3.5x1l.'875 Section used for this~span 3. 5XILI. 875 fb : Actual 648.76psi fv : Actual psi F13: Allowable 2,900.00psi Fv: Allowable 290.00 psi - Load Com binationL +D+L Load Combinat ion +D+L Location of'm&imurn on span 4.860ft Location of maximum.on span ' 9-050ft .,Span # Where maximum occurs Maximum* Defiec6on Span # I Span # where maximum occurs Span # I M,a'x.'Do'whward Transient Deflection 0.062 in Ratio = 1950 I4x Upward Transient De . flecton -0.037 in Ratio = 1304 Malk.Downward Total Deflection 0.082 in Ratio = 1470 'Mi)ebp~wa~d Total. DiAedon- -0-048 in Ratio = 1002 Overall.Maximium Deflections Load, -ornbination Max. '2 DO Location in Span Load CorHbination Max. W Dell Location in Span 40+L 1 0.0816 4.972 .0.0000 0.000 2 0.0000 4.972 4D+L -0.0478 2,000 Vertical Reactions Support notation: FarleftIs#1 Values in KIPS 7ad-,'C', om~-b"Ira fi—bn" S`-up-po-ri) --S,-u,p-po"r't —2 Support 3 Overall MAXimurn 1.&A 2.300 Over-all MiNimurn 0,279 0A01 D Only 0.466 0. 40+L 1.834 2.300 Project Title: En Pr Oinper Proiect ID: oj~ Diascr 4,o ',CODEMFiEREN,dM CalculAficins ' pee, NDS 2012; IBC 2012, CBC 2013, ASCE 7-10 L~ad C- b'i'hAiio*n' Set: ASCE 7-10 9m A~~Iysisiheth4 : Allowable Strbss Design Fb - Tension 232 1 5 . .0 - psi E: Modului of . Oastioly Load Coniblin6tion ASCE 7-'1'0 Fb - Compr 2525.6 psi Ebe . nd- xx 1 ~P%Oksi Fc - PHI 2,050.0,ps! Eminbend - xx 787.82ksi W ood,ppecies II-evel truss Joist Fc - Perp '6016.0 psi Mod~ Grade TimberStrand LS.L 1.55E Fv 310,-0 psi Ft 1,070.0 psi Density 32.2 10 pcf Beam Bracing Beam is Fully Braced'against lateral-torsion buckling 28 JO.3541 L(O. U(1.0 ott5v D(O.0224) Q0.064) 1.75xi 1.875 Span 16.50 ft lied L6ads~ Service loads entered. Load Factors will be applied for calculations. Load for Span Number I UnIf0i Load: D~= 0.10.2240, L 0.064OX1,11, Extent 0.0 —>> 15.0 ft. Tributary Width = 1.0 ft Uniform Load .: D = 0.3540, L = 0.280 kift, Extent = 15.0 —>> 16,50A, Tributary Width = 1.0 ft Point..Loa&, ~* D 1.6k, 'L = 0.8'50 k 6 15.0 ft ~ E 3ximuhri Ben . ding . Stress Ratio Section used for this span flo Actual F 9,; Allowable Load Cbrnblhation~ Lddatioh:of ~makimurn on span ~0*~]Owl,iete maximum occurs M—OkimUftlDeftetion Max-DownwOrO.Transient Deflection Max-Upw6rd Transi6nit0eflection Max " Downward Total .1 Deflection Ma , x Up'ward Total Deflection 0.61& 1 Maxim um Shear Stress Ratio 1.75xl 1.875 Section used for this span "t 9 71 5 1,437.99psi fv -. Actual 2,325.000sl Fv: Allowable +DtL Load Umbination +D+L' 10,659ft Location of maximum on span 15.536 ft Span # I Span # Where maximum occurs Span # I 0.402 in Ratio 492 0.006 in Ratio 0 <360 0.653 in Ratio = 303 0.006 in Ratio = 0 <240 04'er,all,Maximum, Defiedions Load Combination Span Max. '2 Dell Location In Span Load Combination Max.'4-"Deff Location in Span +D+L 1 0. 6533 8.792 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Cornbihation Support 1 Support 2 (*6fM,lNImum 0.182 0.968 D Only 0.303 1.614 +0-~L + 0.923 3.224 -H)+Lr 003 1.614 +04S 6.303 1.614 Project Title: Engineer: Project Descr Project-ID: 45 1. 4268 Danielson Street Suite 200.. 6i k&kRIEN&C Qalc~Wl6n'~-pipi NDS 2011i"r[IBC: 2642, CBC 2013, ASCE 7-10 Load Qornblnc!fion.S6t:,ASCE 7-10 Materiaill Properties Analysis Meth6d : Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulu ' s of Elasticfty Load Combination ASCE 7-10 Fb - Comor 2,900 0 psi Ebend-,xx 2,000-0,ksl Fc - Prll, 2'9001 1 .10 psi Eminbend - xx 1,016.54ks! Wood-, Species Laval Truss Joist Fc - Perp 750.0 psi Wood Grade Parallarn PSL 2.OE Fv 290.0 psi Ft 2,026.6psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(1.6) ~(3.04) D(2.1 1), L(2.64) D(I.05),L(O.85) 3.6xll.875 ... ........ Applied Loadi Service loads entered. Load Factors will be ad fAr Q -.2n kl"'rnkar 1 for calculations. U*rm.Load: D = 03540; L- 0.280 k/fi, Extent 11.50 —>> 13.0 fl, Tributary Width 1.0 ft PointLoad: D=.1.60, L=3.'040*(&',0.50ft Polnt,L0ad:,*D=2.1110, L=264004,0ft Point, Load: -D 1.050, L 0.850 k (& 11.50 ft [)FS1QN SUMMARY . I DOM M. T191.7 0.456 :1 130.48 psi 290.QO psi 12.051 ft S Span # I Maximum Bending Stress Rabo Sictlonu~ed for this span fb : Actual F.B:Allowable Load Combination- Location of~maxlmurn on span SpAn 0,wh6re maXimUm occurs 'Maxil"Inunh befle6flon Max Downward Transient.Defilection Mai Llpwai~d Transient Deflection Max'DoWnward Total D06ction Max tjpvva~r& Total Defiec~on 0.7951 Maximurn Shear Stress Ratio 3.5xl 1.875 Section used for this span 2,366.69psi tv : Actual 2.900.00psi Fv: Allowable +D+L Load Combination 4.033ft Location' of maximum on. span Span # I Span # where maxim'um occurs 0.233 in Ratio = 669 0.000 in Ratio = 0 <360 0.424 in Ratio = 367 0.000 in Ratio = 0 <240 Overall, Maximurn Deflectlohs .... ...... I oad ombinati.on. !ipa"n Max. '2 Dell Location in Span Load Combination Max. Defi Location in Span +D+L 1 0.4241 6.073 0.0000 0.000 veitical Reactions Support notation : Far left is #1 Values in KIPS Loa . d om iina ton ....... . Support I S . u . ppo . rt .. 2 . %JVUFdll IVIMAIMUM O;Uzq '+.z I f Overall MINimum 1.891 1.284 D Only 3.151 2.140 +D+L 8.024 4.217 +bAr 3.161 2.140 1.7SX9.5 1.75xg.5 I Project. Title: E11912 ' per Proiect ID: 4A+ project Descr CODE REFERENCES,_, 'ailculations'oer'NDS,2012. IBC 2012, CBC 2013, ASCE 7-10 ' ti _n' .~adi~Cornbir(a e "'A o S t:,ASCE 7-10 Malt. Oda ii Pirdipiertiles Anily-s-ts'Mithod': Allowable Stress Design Fb - Tension 2,32~5"o psi E: Modulus of Elasticity Load Pornbiriabon ASC'E 7-10 Fb - C oinior 2,325.0 PSI Ebend-rXX. 1,550.0ksi Fc - PrIl 2,05.0.'0 psi Eminbend - xx 787.82 ksi wow Species iLeyel Truss Joist Fc - Perp 800.0 psi -Wood Gmd' TimilierStnind LSL 1.55E Fv 316,,0 psi Ft 1,070.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling 010.04) U0. 11 Q(0.04~ L(0.11_ Span - 11.50 ft Span = 1.50 ft .App-1116d10 , A . de Service loads entered. Load Factors will be applied for calculations. Loaid'fb~,Spih ~urn 0 Uniform L ' bad:~U-0.040, L=0.10, Tributary Width = 1.0 ft Load , for Span Nurnb6r 2 Uniform C~izid D = 0.040, L = 0. 10 . Tributary Width = 1.0 ft DES1' S&AI;4RY Maximum Biending S tress Ratio 0.4381 Maximum Shear Stress Ratio Sedon used for,this span 1.75x9.5 Section used for this span fb.: Actual 1,019.47ps! fv : Actual Allowable 2,N5.00psi Fv: Allowable Load Combination +D+L Load Combination LocatlohrbMiaximum on span 5.654ft Location of maximum on spAn ~p . an i w here maximum occurs Span # 1 Span # where max murn occurs Maximum' Disfiktion Max Downward Transient Deflection 0.197 in Ratio = 702 IV~zixUo~viiidTmhiient befie6ltion -0.078 in Ratio = 458 Max DownvvardTotaI~Dpfleciion 0.275 In Ratio = 501 Max.Upwaid Totai'Deflectibn -0.110 in Ratio = 326 6.207-: 1 1.75x.9-5,. 64, ' 13:0sI 310.00 psi +D+L 10.729ft Span # 1 im'6171 Ddections .Goftibinition Span Max. "2 Deli Location in Span Load Combination Max. '+' Defi Location in Span +D+L 1 0.2751 5.718 O.00QO 0.000 2 0.0000 5.718 +D+L -0.1098 1.500 Verticail Ractions Support notation Far left is #1 Values in KIPS I_bi~d oi~inatoh S"" upport 1 Support 2' Support 3 Overall MAXimurn 0.791 1.029 Overall MINinriurn 0.136 0.176 D:On~ 0.22~ 0.294 +D+L 0.791 1.029 +D+Lr 0126 0.294 jF, Project Title: E69166er.' Project Desor: ~Prolect ID: 45 1,42-68"Danie'lsonS-treet S06 7 . 00:' -, . d-E-S C6ldulAtion§Ip6'irNDS,2012, IBC 2612, CBC 2013, ASCE 7-10 ot '. oladC mbinqtlomSet:ASCE7-10 Maifierial PropOrties; Analysls.Method: Allowable Sttess; Design Fb - Tension 2,900*0 psi E: Modulus of ElasUcity Load Combination ASCE 7-10 Fb - Compr 2,900' - 0 psi Ebind-)o( 2,000.Oksi Fc - PrIl 2,900.0 psi Eatinbend - xx 1,016.54ksi WoddI.Species :lLevelTrussJ6ist Fc - Perp 750.Ops! Wood GIr.adp Parallam PSL 2.OE Fv 296~O psi Ft 2,025.0 psi Density 32.210pcf BeamBracing Beam.is Fully Braced against lateral4orsion buckling D(O.29),L(O.73) D(O.196) L(O.561 3.5xl 1.876 - 3.5xl 1.875 Span- 9.0 ft Appliedloaft- Load for:SpkN6mbbr I :UnilbrmLoa,d'. D'"-0.1960, L=0.560, Tributary Width 1.0 ft Loadbir ~pain'Nurnbe-r+2 :D' Point Load~:. = 0.290, L = 0.730 k (M 5.0 ft QES164SbAiA&RY- Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. 'Maxim' - B ss R I I qim ehdin§~ tire atio 0.2671 Maximum Shear Stress Ratio Section used for, tWis span 3.5ii1 1.875 Section used for this span fb*: ' Actual 775.61 psi fv: Actual FS : Allowable 2,900.00ps! Load Combination +D+L Fv: ' Allowable Load.Combination Location of, maximurn on span 3.771 It Locafibn of maximum on span C, I Span i where maximum occurs Span # I Span # where maxirum occurs 6.404,: 1 3.5*1 IAT 5 11117.17~psl 290.00 psi +D+L 045 ft Span # I .1 Ma ilecti6 n Max Downward Tiarisient Deflection 0.053 in Ratio ,ax UpwaOT'ransient Deflection -0.0 10 in Ratio = Max'Dowriward Total Deflection 0.070 in Ratio = Max Upward7otalideflection -0.012 in Ratio = 2042 11518 1546 10224 Overall Ma'Arinium Deflections Load,Combination Span Max. *-' Dell Location in Span Load Combination Max. "-P~'Defi Location In Span 1 0.0699 4.173 0.0000 0.000 D Only 2 0.0071 5.000 +D+L -0.0117 1.844 Vertical, R666tions Support notation: Far left is #1 Values in KIPS Loa orn ination Support I Support 2 Support 3 Overall MAXirnu - rn 2.835 4.989 Overall MINimurn 0,800 :D Only 0.721 +Q-;L 2.835 4.989 +D4Lr 0.721 1.333 P ect Title: Engineer:,, Proiect I D: Project Descr. CODEREFERENCES t;aI6uIatiohsp'6fADS 2012JBC 2012, CBC 2013, ASCE 7-10 Load _5~01bllaiid`n Seit ASCE 7A 0 An'alysis"Me't-hod.': Allowa bld'Strdss Design Fb - Tension 2,900.0 psi E: Modulus of Elasdqify Load d6mbin r afJ1cn-ASC'iE1_10' Fb - Coimpr 2,900.0 psi tbind-; kx 2,000-Oksi Fc - PrIf 2,90Q.0 psi Eminbend - xx 1,016.54ksi Wood Species : Level TrussJoist Fc - Perp 7.510.0 psi Wood Grade :~Parallam FtL 2.OE Fv 29U psi Ft 2,02~' .0 psi Density 32.210 pd Beam Bracin§ Beam is Fully Braced against, lateral-torsion buckling 0(0.2,) D.57 D(O.OjL(O.22) 7 3.5x11.875 3_5XI 1.875 Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. p.~Iiidloads` Load for. Span Number I unIfo'r_rnLoa_d:'.D1=0.0770,- L 0.220, Tributary Width 1.0 It Loadb(Span kumber,2 PoInt:Load : D ~ 0.230, L 0.670 k @ 5.0 ft Ma"Am(im ' BendihgLStress Ratio 0-20t 1 Maximum She.ar'Stress.Ratio 0,164-: 1, Sec't6"us~d i6r; this span- 3.5x1 1.875 Section used for,ihis span 15A 1.875 '41b ~ Actual 583.52psi fv: Actual 47.66 psi F8 :,Allowable 2,900.00psi fv: Allowable 290.00 psi 'Load Combin"ation +D+L Load Combination +D+L L6C~tiori 6f,rniximum on span 7.000ft Location of maximum q span 6.022 Ift Span # where maximum occurs Span # I Sp -an # where maximum occurs Span # 1 MaximUrh, DeftucUon Max Downward Transient Defiection 0.073 In Ratio = 1646 Max, Upward trarisien't b6flec-tion -0-005 In Ratio = 17286 Max Dow hward-Total Defle6tion 0.104 In Ratio = 1156 ..M6xUpwardtotal D06cfion -0.007 In Ratio = 11475 L ...... OvOral(Mailnium Deflections Load Combination Span Max.%'Defl Location in Spin Load Combination Max.%ODefl Location in Span 1 0.0000 0.000 +()+L -0;0073 5.084 40+L 2 0.1037 5.000 0.0000 5.084 Vertical Reactions Support notation Far left Is #1 Values in KIPS Combin on f. - §~pp-or-12- Support 3 —6—verall,UX-imurn 0.468 Overall , MIN I Itnurn 0.063 2.411 0.398 D Onl~ 0.165 0,664 4D4L 0.468 2.411 0.105 0.664 Project Title: Engineer: Project Descr Project ID: 4-7 1Q88 Danielson Street Suite 206 =DEREURENCE& - 17- da'l&u'Iqtlo'ns'p'er_NDS 20,12,113C 2012, CBC 2013, ASCE 7-10 Loa0ronribinaltl6h Set: ASdt ~-10 Analysis M6thod,: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combindon*.ASCE 7-10 Fb - Compr 2,90Q,O psi Ebend-xx 2,000.0 ksi Fc - Prll 2,900.0 psi Erninbend - xx 1,016.54ksi . W S' ood pectes lLevel Truss Joist.. Fc , Perp 750.0 psi Wo6d Grade, Parallarn IPSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 32.210 pcf BearnBracing Beam is Fully Braced against lateral-torsion buckling D(I 0) Q(0241~ Q0.141) Q(0.39) U0.49) A~ 5.25X16.0 Span 19.0 ft ids Service loads entered. Load Factors will be applied for calculations. Load,for Son Numt*r 1 Uniform Load D = 0390, L 0.490 k/ft, Extent 0.0 —>> 12.50 ft, Tributary Wdth = 1.0 ft Unif6mri Load: 0 = 0.2410, L = 0.140 k/ft, Extent 12.50 —>> 19.0 ft, TributarV Width 1.0 ft Poirt'Load: D = 1.690 k (a,) 1~50 ft DESIGN SUMMAkY Maximum Banding Stress Ratio 0 7512 1 Ma) d mum S h ea r Stte ss R ati o 0.449 :1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 flo : A~tual 2,174.25psi fv: Actual 30.22 psi FB : Allowable 2,900.00psi Fv: Allowable 290.00 psi Load Combination +D+L Load Combination +D+L Location of mamimurn on span 9.639ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximurn Dbillection Max Downward7ranslent Deflection 0.329 in Ratio = 693 Max Upward Transient Deflection 0.000 In Rabo = 0 <360 h4ax Downward Total Defiecfion 0.731 in Ratio = 311 Max Upward Tota[ Deflection 0.000 in Ratio = 0 <240 7 Overall"Wilihum Deflections Load, CombInation Span Max."-'Defl Location in Span Load.Combinatlon Max. Dell Location in Span +D+L 1 0.7313 9.500 0.0000 0.000 Veiriil6el Reactions Support notation Far left is #1 Values in KIPS Co~d Combination Supporl 1 Support 2 Overall MAXimum 8.452 6.915 Overall MlNirnurn 2.512 2.487 D Onli 4.186 4.146 +D+L 8.452 6.915 -~D+Lr 4.186 4.146 +D+S 4.166 4.146 Project Title: Erigin'eee: Project Descr: Project ID: d4s 142.66 banielson:Stfeet ,Calculations per NDS 2012,1113C 2012, CIBC 2013, ASCE 7-10 I bi d mbination Set: ASCE 7-10 L a material Properties Analyiis Method: Allowable Stress Design Fb - tension 2,900.0 psi E: Modulus of ElasticHy Load Combination ASCE 7-10 Fb - Cornpr 2,900.0 psl Ebend-xx 2,0WOksi Fc - Pdl 21906`0 psi, Eininbend - xx 1,*0 16.54 ksi WdodSpecies iLevel Truss~ Joist Fc - Perp 760.0 psi W66d Grade -Parallam PSL 2.OE Fv 296.0 psi Ft 2,025.0 psi Density 32.210 pcf Beam Bracing Beam is Fully Brared against lateiral-torsion buckling D(2.06) Q2.73) A 3.5x1 4.0 Span = 20.0 ft ADDIled L-bads Service-loads entered. Load F.actors; vvillrbe-applied for calculations. PolntLdaid: R-2,060, L=2.730k(q)12.0ft a -kimumBeildingStress -Ratio Section Used for this span fb : Actual F`13: Allowable Load Combination Location of maximumbn span Span Al Where maxi mum occur's Maximum Defiedtion, .Max DoWnyvaid Transient. Deflection MaxUpward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.83(t 1 Maximum Shear Stress,.Ratlo IW4.0 Section used for this span 2,4017.28ps! fv: Actual 2,900.00psi Fv: Allowable +D+L Load Combination '~ . 11.971ft Localicinbfinaximum on span Span # 1 Span # where maximum OCCUrs 0.468 in Ratio = 512 0.000 in Ratio = 0 <360 0.821 in Ratio = 292 0.000 in Ratio = 0 <240 3.5x14.0- aT198 psi 290, .00 psi +D+L 12.044 ft Span # I OVeral[Maxithurn Deflections Load.Cornbinatloii Span Max.%* Defi Location in Span Load Combination Max.'-#!Defi Location In'Span +D4L 1 0.8215 10.584 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimurn 1.916 2.874 Overall MINimurn 0.494 0.742 D 'Only 0.824. 1.236 404L 1.916 2.874 404Lr 0.824 1.236 4DtS 0.824. 1236 ~D~7501.r40.7501_ 1.643 2.465 +".750L+0750S 1.643 2.465 +D-40.60W OW4 1.236 Project Title: Engiineer: Proiect ID' 441 Peject Descr: 14288,Danielson Street Suitef200' CODEREFERENCES.L.- Calculati,orig.-per,NDS 2012, IBC 2012, CBC 2013, ASCE. 7-10 Load, Combin.0on Set: ASCE 7-10 Maderlaill Prooeirties Anialysis Method :'Allowable Stress Design Fb - Tension 2,325.0 psi E: Modulus of Elesticily Load Combination 4SCE 7ml 0 Fb - Compr 2,325.0 psi Ebe n*d- xx 1,550.0ksi Fc - Prll 2,050.0 psi Eminbend - xx 787.82ksi Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wood Grade TimberSt'rand LSL 1.55E Fv 310'.0 psi Ft 1,01010 psi Density 32 210 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D(O.43) I Q0.32) 1.75xl 1.875 Span 20.0 ft A00lied Loads Service loads entered. Load Factors will.be applied for calculations. Point Load:1 D 0.430, L 0.320 k (a) 14.0 ft MAA.mum Bendih6 - St.eb$s Ratio S&06n used, for this span fb : Actual FB: Allowable Load Combination Location~ of m 6ximum on span Sp . an i Where maximum occurs MaArnurn-Dbfiection Max'Dowhward -Transient Deflection M a x"Upw6rd .' Tra n-sien't Deflection Max bownwar.076t6l Deflection Max Upv4rd Total Dellectioin i 'M_-a'_')d'm_'_u-'rn'_S_ h- *e a-r- _S"i r- -9, s s"', _R' a't 1.75xii.875 Section used for this span 916.81 psi - fv: Actual ' - 2,32~.00psi Fv: Allowable +D+L Load Combination 14.015ft Location of , maximum on span Span # 1 Span # where maximum occurs 0 .196 in Ratio = 1223 0.000 In Ratio= 0 <360 0.460 In Ratio = 521 0.000 In Ratio = 0 <240 0'. 11.75A 1.875 37 ' 89 psi 310.00 psi +D+L 14.015 ft Span # I Overall Maximum Deflections Load Combination Span Max. "-* Defi Location in Span Load Combination Max. "+~ Defi Location in Span +D+L. 1 0.4599 11.022 0.0000 0.000 Verfi6al Reactions--. Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.225 0.525 Overall MINImum 0.077 0'.1811 D Only 0.129 0.301 +D4L 0.225 0.525 +0,+Lr 0.129 0.301 +D-S 0.129 0.301 +I)40.750Lr-#0.750L 0.201 0.469 +0+0.750L.+0.750S 0.201 0.469 +D,+0.60W 0.129 0.301 Project'Title: Engineer: ftlectbescr Project ID: 14266.Nni,elson Street Suite 260., 'C0D~'hfQ0EkCES Calculatiding." rNDS2012,,IBC2012,CBC2013,ASCE7-10 . pe , . Load coifibiriail6n get: ASCE 7--10 I Miie'rial 'Properties Analysis Method: A116Wable Strdss Design Fb - Tension 2,325.0 psi E: Modulus of ElasticHy Load Com"bin,ab6n'ASCE' 7-1'0 Fb - Compr 2,325:0 psi Ebend-xx I 550.Oksi Fc-Pr1l 2,00-0 psi Erhlnb6nd'- xx i87.82 ks! Wood Species iLevel Truss Joist Fc - Perp 800.0 psi Wo . od Grade Timberotrand LSL 1.55E Fv 310.0 psi Ft 1,070.'0 psi Oensity 32.210pcf Beam Bracing Beam is Fully Braced against lateral,-torsion buckling 1)(1.15) L(0.94) 3.50 1.876 Span 20.0 ft A Wled Loads. Service loads entered. Load Factors will be applied for calculations. Pointi-oad: 0=1.150, L=0.940k(5)1l6.0ft DES16N SUMMARY _ q ding Stress Ratio :Ma)drhum,B -P ~ 0.4121 Maximum Shear Stress Ratio Section used foe this,span 3.5xl 1.8.75 Section used for this span 3.5xii.875- ,fb : Actual 974.16psi tv: Actual 60.M psi FB: Allowable 2,325.00psi Fv: Allowable JM 310.00 psi Load Combination +D+L Load CombInation +D+L Location of maximum on span 15.985ft Location of maxlmur~ on span 16.058 ft %an,4 wher~maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Nax,Downw a- rd Transient Deflection 0.208 in Ratio = 1153 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward total Deflection 0.4 63 in Ratio = 518 Max Upward total Deflection - 0.000 in Ratio = 0 <240 NeWlAaArrium Deflections Load Combination Span Max. Dell * Location in Span Load Combination Max. *4."Defl Location in Span 40-+L 1 0.4628 11314 1 0.0000 0.000 Reactions .Vertical, Support notation Far left is #1 values in KIPS 6i6.6ornbinafion u* ~ ~P~ 1 Su-p-p—ort -2 Overall MAXimurn 0.418 1,672 Overall MIkimurn 0.138 0.552 D'Only, 0.230 0.920 404L 0.418 1.672 +D+Lr 0.230 0.920 +D+S 0.230 0.920 +D40.75OLr+0.750L 0.371. 1.484 +D40.750L+0.750S 0.371 .1.484 +0+0.60W 0.230 0.920 r tict i jue: tnhinoer Project ID: Pejki Dew: edDE'REFERENCES - Cal~ulat!qns~per NDS,2012i IBC 2012, CBC 2013, ASCE 7-10 Loa I & I d~'o"i~nati;o'rf.'S:e.t:A~"-SCE 7-1 , 0. Miterial Peopertiles Analysis M.eth, ': AlloWable Stress Design . Fb.- Tension 2,900a0 psi E: Modulus of Elasticity Load.Combl . nation ASCE 7' 10 Fb - Umpr 2,900.,o psi- Ebe nd7 xx 2,000-Oksi Fc - Pril 2,900.0 psi E rnijniiend - xx 1'01'dz4sl ,wood $owes iLevel Truss Joist Fc - Perp *0 psi Wood Grade 00'rallam PSL 2.OE Fv 2901.0 psi Ft 2,025.0 psi Density 32,210 pd Beam Bracing Beam is Fully Braced against lateral-torsion buckling Q0.82) !7 T 3.5xll.875 3.5xll.875 Span = 7.0 ft Apo . 1lididids Service loads entered. Load Factors will be applied for calculations. Load foi.80an Number I PointLbad: D-7-0.880, L=0.920k(@0.0ft Load tor 8pan'Numbe,r 2 Point Load` D 0 780. L = 0.826 k A 3.0 ft Uniiiiim Load D 0.2560, L = 0. 120 ktft: Extent 3.0 ->> 7.0 ft, Tributary Width 1.0 ft DESIGNrSUMMARY . . ... ... ......... . .... ........ Max,im''u, m' Bending Stress Ratio 0.181:1 Maximum Shear Stress Ratio 'sect,on uiid f &-this span 3.5x1l.815 Section used for this spri 16: Actual 525.17psi 'fv : Actual FB Allowable 2,900.06psi Fv: Allowable Load:Combinatidn 4b+L LoadUmbination :Locati6n'of 'maximum on span 2.000ft Location of maximum . on span Spin #-Wherii um occurs I , m Span # I Span # where maximum o66urs Maximum 'Deflection 0.231 :1 67.07 p 290.00 psi +D+L 2.000 Ift Span # 1 Max DoWnw6r6 Transient Deflection 0.007 in Ratio = 6746 M" U~vvard'T(airisien't 6efle ailon 0.006 in Ratio=' 0 <360 M;ix.1D6wnward Total Deflection 0.010 in Ratio = 4768 Max U0vvah:I'Tota-1'eDefle6tion -0.000 in Ratio = 324570 Overall,ftAmum,D901ections . ....... ... Load m~.1in"a-fion Span Max.'-"Defl. LocationinSpan Load Combination Max. '~-'Defl Location in Span +04L 1 0.0101 0.000 0.0000 0.000 4D-+L 2 0.0133 3.989 L Only -0,0003 0.274 Vertical R4actions Support notation : Far left is #1 Values in KIPS Support I Support 2 Support 3 Overall MAMmu Ov~rail Mi iNirrur D brily, 40+L V.Vllu ..f.W 1.122 0,431 1.870 0.814 3.658 1.246 Project Title: Engineer Proiect ID: Project'De'scr: Calculations 06r, NDS, 2012, IBC 2012, CBQ 2013, ASCE 7-10 Load,Combihation Set,: ASCE 7-10 Analysis Method: Allowable Stress Design I Fb - Tension 900.10 psi E: Modulds of Ela~ticfty L~ad:tom binatiori.ASCE 7-10 Fb - Compr 90.0..0 psi E.1bend- xx 1,600-Oksi Fc - PNI 1,3%0 psi Eminbend - xx 580.0 ksi Wood Species Douglas Fir - Larch Fc - Perp 62.5.0 psi Wbod.dra'de N6.2 Fv 180:0 ps! R 575.0 psi Density 32.210 pcf Beam' Bracin Beeim is Fully Braced against late.ral-torsion buckling 9 0.15JL(O.15) 4x110 .5.3 fL "0 d Service loads entered. Load Factors will be applied for calculations. u td fo Sp~n~ ~U~iio'r_n Load D 05330, L U?670 kfit, Extent 0.0 —>> 2.0 ft, Tributary Width = 1.0 ft Uniform Load: D 0.1510, L = 0.150 k/ft, Extent = 2.0 —>> 5.0 ft, Tributary Width = 1.0 ft Point Load: D = 1.10, L _~ 1.230 k 0-2.01 0.447 :1 U10 80.45 psi 180.00 psi +D+L 0.000 ft Span # 1 Wrnurh Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load. Combination Location of maximum on span Span #where maximum occurs Maxim'um Deflection Max-Down Ward Transient Deflection m ax' Upward , ranpient Deflect - on Maxbownward Total Deflection MaX'Upw6rd Total Deflection 0.7641 Maximum Shear Stress-Ratio U10 Section used for this span 824.79psi tv : Actual 1,080.0opsi Fv: Allowable +04L Load Combination , 2.0070 Location of maximum on span Span # 1 Span # where maximum occurs 0.018 In Ratio = 3263 0 .000 In Ratio = 0 <360 0.0361 n Ratio = 1682 0.000 In Ratio = 0 <240 .0veiall Wx1mum Deflections Load Combination' Span Max. Dell Location in Span Load CombinatiDn Max. *4." Deft Location in Span .-D+L 1 0.0357 2.409 0.0000 0.000 Vertical Reactions Support notaton: Far left is#1 Values in KIPS C 6mbin ati o n Support 1 S u pp ort 2 0.529 0,468 D Only 0,882 0.781 +D4L 1.798 1.598 4,0+Lr 0.882 0.781 +D+S 0.882 0.781 'Y P ettTitle: ingineer Tj E Proiqd ID: Project Descr c0c6laticins, par NDS: 2012, IBC 20.12, CBC 2013, ASCE 7-10 Load Combinabon'Set : ASCE 7_,1 0 '~nalysis-Me"thod: Alib w--able Striis Design Fb 7 Tension 2,900.0 psi Eiasli6ft - - - E, Modulus- of 1. y Load Combination ASC_ 7-10' Fb - Comor- 2,9010.0 psi, Ebend-kk 2,000.Oksi F6 - pril 2,900.0 psi Em inbend - xx 11016.54ks! Wood Species Level Truss Joist Fc - Perp 7501.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi, Ft 2,0125.0 psi Density 32.210 pcf B66M.Bracing Beam is Fully Braced against. lateral-torslon bucklin .9 4iji-,7147'Lil 7-4~F- 3.54.5 Appl led Loads Service loads entered. Load fzy~ ~uw 1. t Ofis- Load f6f Span Number I ,Unffo ' rm L—oad D = 0.2160, -L = 0.20 k/ft, Extent 2.50 —>> 5.50 ft, Tributary Width = 1.0 ft Point Load 1.786. L = 1.420 k A- 2.501 Maximum -Banding Sti~ess Ratio Septio'n us~d'for this'span fb : Actual FB : All owable Load Cornbinatiom tocation of Maximum on span Span I w6ehi maximum occurs, MaArnunn'Deflection Max.Downward,Transient Deflection Max,UpWard'Translent Deflection Max Downward Total Deflection Max'Upward Total Deflection OAOR 1 Maximum Shear Stress, Ratio .324-: 3.5X9.5 Section used I for this span 3.5 . k9.5 1,186:27psi tv :Actual' 94.10 psi 2,90O.-OOpsi Fv: Allowable 290.00 psi +D+L Load Combination +D+L 2.509ft Locabon of maximum on span 0.000fl Span # I Span #'where maximum occurs Span # 1 0.022 in Ratio = 3050 0.000 in Ratio = . 0 <360 u48 in Ratio = 1376 0.000 in Ratio = 0 <240 OveraffMaximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max, "+" Defi Location in Span 4C+L 1 0.3479 2.730 0.0000 0.000 Vertical Reactions .... . .... .. Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.086 2.362 Ovenall MINlmum 0.689 0.768 0. Only 1.148 1.280 +D+~ 2,086 2.362 +D-tLr 1.148 1,280 +b4 1.148 1.* -b4O;75OLr4O.750L 1.851 2.092 57 t ~RS-WiM ASCE 7*10 .-Endased&POMU]IyEiid6sedLbw.-RiseBoldiW,,,. Desh- qn.er. Cliecker 12/30/2015 Notes. P"O.Ory 11 Table.1-5-1 Basic Win :S 06ed, V 110 mph R ' re 26.5' Igu -1A wl,~~ l6r, ality Factor, rd 0.85 fab** 2&64 E . xp , os - ur . e Categor'y 0 Section 10. Tqpograpl~ !,ic'Factor, Ka 1.00 Seition 26.8 Enclo , sure(Ussification Enclosed Section 26.10 I em.il re.ss.ure t/- 0. is Table 26.11-1 Pr '46eff Wermts pe 4/12 28.4 degrees Wall Dderrial Piessure Coeffi0ent, GC,, 0.516 Table 28.4-1, ~~ftce 1 lt"V,Plii~s6ii CoellicieK GC F -0.69 Table 28.4-1i Surfkce 2 Roof Eidinial Pre'ssure'Coefficlent GCpf -0.468 Table,28-44.:Surfi6e 3 Wall, ExternMzPressu~e Coefficient Gc~ -0.415 Tabfe'28.4-1,'Surface 4 S - ii Oieqs~ SumMpfi lAdd Immul, Pressur 'ry] 9,G&d or a.Qpd as Necem q z walls Aboft -jj-.COOp,&- windward' 'L-"rd J'Tc6l~*0.6 'Windwaid Leewirdl '76til-V.t, A P - Ob.6,: ret, 27.17,psfl~ 18.9 psf A6.1-psq'.212psf. -23.6 46-1. -;~'AA 1.47 21.0-W;. 26ft": -109.~ J 19. A W~ ".`,29-8] ~716.9,M~42. 'O'pd sf, -2431 , A6.9 !t,43 f. 5:', ~'22.19 Pd 494'p&, ~20.Sio-f -17S piq;: 224 jd'. L25.7 W :-17- S 104 1.61' ~'-23.0 pd,~ 36 ft 116',: ~d 1 .21,.3 off- 718-1 ;01& , 1pj~~:23.L.p!L -26."6 0 1 1 1' .66 23.7,W] .410" 24.9 pst m27.9, W -49., ('-L7,'Oif 1-J4 - 24;8 ~1'314-*W..] -213pif,- -;19.41- '.253, . p , Sf -29.1 .31 iSt .2S:8 Pif 'Psf. ZL74psf.~ 42 psf. ,L87, -:26.7 (Rdof are A f V, Page 1 of 1 Design Maps Swmary Report Vagp I of Design Maps Summary Report 5-8 User—Specifled Input Report Title Garfield Homes Tue December 8, 2015 02.59:01 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 33.149690N, 117.344660W Site Soil Classification Site Class D -*Stiff Soil" Risk Category I/N/111 & _4 USGS-Provided Output Ss = 1. 158 g Sms = 1.201 g Sm = 0.800 g Sj, = 0.444 g Sm, = 0.691 g S,, = 0.460 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the applica t i o n a n d select the "2009 NEHRP" building code reference document. NCE& Response Spectnilm 1143.. 1.30— CL 91 0.65 0. Sa 0.39, IF" 0.26 0.12- 0.00 9.01) D.;10 0,40 0.6 OLGO 1.00 1.20 1.4 0 1.60 2.00 Z~Q . Pe" T (S*4 For PGA,, TL, CRs, and CA, values, please view-th?, detailed rel2ort. http-//ehpl -earthquake.cr.usgs.gov/desigmnaps/Us/summary.php?templat~,--m3Linimal&latitude=33.14... 12/7/2015 I t Design Response Spectrum "C 0.72-1 Per" T (sac) awi VA 0000 4 4- ..ab fL__ -7 4- 144 1 TAU 'AO/ rz:- A:,- 54- :Ld -7 IT J_ j i v a :14 Vj 2,6! .1p 71 _Tr_ 741 I F__ -7-. ...... .. Hie- F:ip L I Ael— ow xb W-0 !J~l -Z MAW_ 1.7 /~' ~44, 4 p i ~24.:c> I 4L tpj~,,~' 0. f0ol— .0 --t--4- ...................... 4e> Pq L I ~H7 7 S J~ wo 4 ~-A 9: xc r 67 w I a, tv-: Xa. ipv Pq . to a T _tl WWI AW --I— ).V 3 iwt 7_ IAM 47 J_ + _W 0. F3J ;oo 0 X,7 W, 4—( A).Om 41~ 46 A Ir-1 r a —7 77 L_W*WWm_ le! _:.Jm —s"Ok ...... W.Q I— ................. . .... x 4 77 ) Lt -7 4 26 29 s -,74: AAFCr A; 4 14 8 A-,-o 'C-7-7) 24 J4 Z Jm- 1-4 6 Li -)('/- D 4 ta. 4 '4 +1 i On A -J, 4-7.C> + ','Yz 02'-7 -7 7- JR::: 77 K4 y 4 AA- s;4 4. L I-W E_j I -7 47 T 5 2; ............... 77 4- /0 4*1 Al -;Y3 7- 1 0 I ',7F7 . tp 7.7 _p, 4, -4\g -'Of. - -2 '1 Z4? 7 47 4- Jb!~,fl -.7,4 q A q "Olor, :.Z.36 Z c TL ci p :41 REPORTOF PRIELXMIN-AitY.GEO'TiCHN ICAL INVESTIdATIOIV~'- ' Rincon~ kesidintial ~Proiett' 71 15 APY, AIR bi-nia rs ad,-.C- r R-46-69 JOB 4NOi'.1-5- -l-' 12 March,201-5 Prepared -for' Mr-KevinDunn 0~--, k6al kstate. lilao . 7 'r" 4~' 110 A4 U(, Geotekhnicl a,.,...Ex'p oratio'' Inc, SOIL AND FOUNDATION ENGINEERING 9"GROUNDWATER ENGINEERING GEOLOGY- 12 March.2015 r~, Kev.i h Dunn -Job No., 15-16691 RINCON REAL ESTATE GROUP, -INC. 152b N.'El CaminoReal, Unit 5 -San Clemente, CA -92672 Subject: -ReRdrt ~t Peelli'migaij Geot4chhica11nve~tJ1g~t1i6jj Rincon'kesidenti0l'Project 3806 Garfield Street Carlsbad; California, Dear Mr. Dunn: In accordance with 0 u '2, 2015,.- y Ur req 'est and - our :dated February Geotbchnical E?rplidration, _jrnc. has an ^ investigation of. the performed geotec,hnical -and general, geologic conditions. at the -subject-"site6"'.The field *ork wa's performed on'February 111-'2015.' -In our opinion, if the ~concilusions and recommendations- presented irithis report are implemented:; u rin'g-,~,si't,e`','prepq ration, the. site,,,wlll-,' b~e,~~'suit6d'fo'r~ -the*~~pmp,osecl residential project cons'isting of two, two-story residential, structures.with -attached 2. -garages and associated improvements. -,Th.is opportunity to be-of, service is sincerely-appreciated. -Should you - haiv e, a n y questio I ns, concerning the following re . port, please'do' noi he~ltate to contact Us t Reference to our.3ob No.~ 15-10.'691.'will expedite a response o~your inquiries. Respectfully submitted', GEOTECHNICAL EX10LORATION, INC. Jaime A. L ie D. Led, ~1-6,siclent 34422/G. E. 2007 C~E.,G. 999/P.G. 3391. Senior Geotech-nical Engineer e 7420 TRADE S~Ef SAN DIEG -92121 P 9-7222,ib- FAX: (8 . 58) 549-1604 :6 EMAIL: gmtet4@01-td.com CA. (858)54 q TABLE OF-CONTENT9 PAGE L 7T'SUMMARY Il. SCOPE-0f,WORK III. SUMMARY OF GEOTECHNICAL AND GEOLOOIC rINDiNdS IV. SITE DESCRIPTIOW. 3 V., FI ELD. I NVESTIGATION, ':4 -.LABOkATOk-Y-.TESTS-AND, SOILINFORMATION, 1,4 SOIL &,~GENERAL!GE.OLOGIC DESCRIPTION- ;dOLOGIC HAZARDS ~'G -RQUNDWATER 16' x" PUECO14M~ DAflON' ~Xl ',,QRAbIN6.Nb. E8, 37 XII. UMITTATTIONS 37- ~FTGURES Vi inity. Map, II. --Sit,e,.Plan: IIIa-we. Explor.at-ory L - b-or t6rv: Sbil -fe~t a, - a. V. Geolo'gy,'Map, and. Le end, 'g, VL - Retaining WAII Dr-,a'- ffiage. Schematic APPENDWES A. Uhified S611 Classification 5y9tlem ~B. ' Seismic Data -.t Fa(ult Table~ C. Modified'Me-rcalli Index- UPPRT0.0- 0.1ilkikiNARY, Gi6-T-EC , HNIC - AL-INVESTIG-ATIOW, Rincon kesi entia Pr t .3806-GOrfield Stre6t 'fl§l5Sd,~CMif6irni`a`. JOB NO-ALS-1-0601 The f6lloWing'r 't.; sents the .'findings a6d--reco"m dat nis epor,~ -pre meh jo of Geb&O~~iczil ilEX 46~n, br~' "ect"p- plot for the subj. rojectil 9UMMARY., L PRO MCT it is -our und&standin6~ base'd~ on onversations witK thte pr K _e y,owner r qp Mi ev-in Odhin of, R-incon Aeal,r,tgtate: Or-OUP review oVa- 6drice6o"t-Lial'sit oplalfi-, e p par ~~hack6ltori C~esign, ~Grou'p,. - that the aisting ,FL-sid6_hce, detach e nd garage a t improvemen s are z -o: e emo b- .'r- Ve'd~l a n d"th e' p5i'o pi,erty. is,bb i h g:'d eve lo p6d'-to .~NaceiVe two 2 story' resid6ntia[ structures -with attached qarages-. Orivei6y -d,as~s iat-6d _s~'an Oc improvements.- The new* structures are -to be co'nstructed. bf'standa'~d~~y,.p` bu e iidih§,: hiak6rials utilizing.cpinyentional fdu*nd'atians,W.ith"tcirftri~t' sl: b 6h7 r e 6 d e fl ob r-s'',. Final construction plahs'f6r dev~eloprnent have- not bee n provided to us':Odring'the ,pre - para'tion of-this.'report, however, when co M—pl6ted the .,y should bd,,m,ade* available fc~, our'review. ZL. SiCOPEOW MW The -scope,df work' peffbi-med, for, thi's inVestig'atioin included a reviewqf availab.le published ihf6emati.6n pertaining'to the site eolqgy, a site -,-' I o n fi-a'J: 9 rec issance 0 nd '$u bsu rfa ce exp I oratioh program, laboratory.te'stin§' `otechni~_aj ge engineering d an rch, 'fl'el ,-'and labora ata- aAd ~'t e _alysis of the-resea, t* d h xe0ar6tioh---:of:~this 0 d report. The- data oWined, an analyses perbrn~e were- W th6!' ~purpose 'of ~Ri' con 01 Job'No. 15-10691 n Residential ~Pr 'ect, rnia Carlsbad, Calif6 Page, 2 P "di -nd :con &ucti6n.- criteria :and, e mmendations for rovi ing geo echnical. d rko t, c, esign,, ~a s the:prqje:ct,eiir-thW_O_t.k, building foundations; and slabon~grad' floors.- zzz. s0)4mAnv.*dF.~6E6TECHNZCAL & GEOLOGreF'ZNDZNGS -Qur s0suffaice, ge~otechnical investigation revealed -that, the,--lot, is underlain at relatively shallow, depth_by rned..iUrTf~-densej,'Silt _y sand of, the Quaternary- ParaljCL DL.06 ppro Sits '(QO06-7) ov6rl6in- by a x1mately I. t6 J feet- 6f varia'ble~density :weather6d-,-t6rr'ace materials and minor *wall backfill ~ioils; In their p-fesent condition,. the surficial -soils~ (fill ~soils, and weathered. nataral soils) Will hot -provide a s ble:bage losed T- -d- assbdiat6d' i m prove me nts- As sucK, w- e tai -for,the 'pirop- esid6ri-tes an'.. repo m m-end; that, zifier..demoliti6n of e)dsting steuctureg.bridi fdebris rempv6l,,I_,the, ~,et be - removed and ~edo m- p ac te d a -of prior upper 3 fL as p ,q site preparation t6the additidii of 66Y- 6ew fill' 6' struct kal- i emehis the format-to`6 I t r . u mprqV-. a errace ffi&ehals 'have. go 6 ri pd be n strength Charac .9 terilstiqs, ar of low 'exonpion 6tehii'all, and r ble -supp' d retortip-atteo"Aill' ibil'a—h"d. p~ a e suita for ort of 'the propose structural loads~ jn oLir ~Oinidh, the site,, is, suited 'for the ~pj~'qposed residential. constructionp~oVided our recomrihendations .'are implemented Auring, site- development'. -,N ablogic o 4L hazards exist- oh~ or -near the, site. that would, piro_ hibif:'the construction of the new residen-tial improv" mehts. Conv - entio-ha I constry * ction `tdchhiadesbnd materials can e bell.utili2ed.' Detailed construction plans hive,'ndt.,been %provided to Us for the- -preparation of this'. repoi~, h o'~iever wheh coml5leted they.sho'ld.be made available Y. for our review for new, or'mo~lified, recommeh-dations. .45 Rincoh.114e~sidential Project Job,No. 15-10691 Carlsbad,. California -.Page 3 'ZV~ SZTE DESCRZP '64~~ 'is'kh ~`rf Ass ~s§oe's Pa6' I-Nd. 2'04~72,!b- b- The 'rop6rty ow a e ce Lot-I.in BI ck "M" di- di rd r sba rity d`~the Pallisia es, accor( ihg to,-Reco . ed Mop 1747,in'the -City, o 'Ca I dj,,~C60 of Sah -TA~gb, Stae 6f.. California. For the. location of thd site,' refer .. to, . the -Vicinity -MaO- fi ure-;No. I. F6r purposes of this report, the of the, ropert is P'' Y, consid,O~ed to face west. The rectahgul6r~s~haped -site., consisting.. of Aipproximately: 6,300,.~squar'e- feet, is loccited~:at 3806.Girfl6ld Street. 'the prol5iarty, cohsists,ofI,a'.tw-6x relatively 2,lev6l building p `11,-c6 risteluct ads sep rated.,,by.a short masonry -retaining Wa ed.on,-a--aentle rn -ad Jt~,At_a n a r6kim Ievatibn of,'04 easterly-51opfrig. lot. TKe W.e~ste :upper p e e pp at feet (residence ;'ad)~ and, the: lower, eas, ern; pa- d is 6t'an7appro)diinate elevation of P 61 feet -,,(d6t&hed, g6ebge~ pbd) ~bo'Vib Mean Sea:.Lbvel IEJevations:acr0ssAhe l6t,range,from'a high,`6f,65- feet MSIL along the'. est property line t6 a 16W 6f,.59 feet MSL ~along, -the eastern -,property line. Inforrricitiolh coricerning, 60proximate - site elevations was- obtained from a topographic survey lffa'p 'Prepared by,Pasco',Laret Suiter,:dated"F6bruzify,23, 2015. The -property, is a ,corner lot bordered on the north by the eastedy. descending Hemlock A~6nue;. on the: south ~by a similar ea§te'rly~,~slo i'g~ resideritiall., property p n a the approximate game elevations; on the* west. by Garfield "St~eet; and on the. east by a.'similar residential property at a slightly elevation (for Site ~Pla n -refer to 'Figyre -No. II). ~xl$tihg, §tructures~ iriclude'a single-stbry, ~single_family~ rd§idenc6,wiih, a~ detached garage, a qqficrete ,drive~way, concrete Walkways and a' concrete pai6 area, 'short I masonry retaining and a S-sociated, imotoVements. Vegetation consists, ft~ ~~- - . .~-, , . - Rincon, R6siclentia'[:Prbje~ 6b,No. 15-10691. tdrls'ba-d, ~(falifoirnia P6ge 4 p I ily 6 -o ambntal landscaping includin m atu r mar f rn' g d rcitive skubbei` e trees, eco y and some lawn grass. Vi, !FIELD ZNVESTZGATZON -A., 9M1di-atorV.E)e&ivaff6ns Five- explorat6 excavations were placed on the 'site -in areas.~ near whefe-- the, ry Pr6po§ed d residential structures' !and irriproveme~nts, are' to be locat6i -.,'Cand where access aincl~ soll" nditiohs allowed (for ekolo td han'doit:lbca;tioh CQ ra. s,r46i,,.to'Figyrq No. JJ)"r The. ha rid pits - Were,,ekcay.ated to depths.r"angihg to. -order to.,pbtain .§-amplet -.and~' to d6fine a Or6file'across the 1ot. Th b ~s6ils encounter'ed in ,ih-e exDlorai6ry handp jts~ Were-obsery field,~'represOtative and sam ples, were taken'of thie~pred'dffiihant,sbils." Ex"avaitibn c -testing. logs., have'teen prepared :on the basis of our-, observations and. lab&~tory '~e results have bOeh'~tWmrharized on Nos , ..1H, ~and',IV. The T Figure predominant t6iIs'h8Ve-b&&n dlassifi6d fft g n~ "ral confbr e,with the Unified Soi e e manc I Classification Systei7~'(ref& -to AO'p ndix~ VZ. 4:Ai&AATORY1TESTSANDS MFORMATION Laborator,.y,~~!5tt.w.e~e,OeOorrheld-on ret~ieved soil sa.mples in order,'to,, evaluate. their physical and mech. anical 0 p rt -the pro pr, piertie's and their ability: to sup 0 ,pos6d residentisl..'s,tructures, and im rn prove ents. Test res Its are~ p~* sent6d on Figu~e- 'Nos. U_ re M.andjV. The following.tepts -were conducted on the sa-lnniol6d'soils: :1. Moisture Contenit(A5TMD2210~10)-.-.,'.''. 2. '~Stijndard Test Method Density- of, -Soil. In I -Pla I c by th6 Drive- - ff/7 e &kind~r Method, (ASTM.;D2,937-10) Laboratory ConloactionChai-acteHsti6s (ASTM D1557-90) 4.' beterm-WhatiOn df-Perceneage of,*Partides,'Smaller than #20'0~ Sieve ~(~STM D1140~06) ~M oistu reF, content mea-!W re Ments. w Or& p6 rfor m- 6dl& 6s'ta bl is -oi'tur6 Wthe!in~situ,m' s of samples retrieved froth,the.--exploratory excavations. Aoisture content-~ancl density meas urements were~ b _y ASTM ~methocls DZ2.16 and D2937; These density,tests -help to estabfis'h ~the in situ. moisture and density- of sarnpl6s ieved retr 'from the';e~ploiraitory. excavations. Laboratory c6mpa . _ttibiri values '(ASTM' D1557)~ est6blish -th6, Optimum Moisture content. and -the lab'6ratory. Maximum Dry- ~Density of the tested. soils. The relationship.b~etween the',.mpisture and density of remolded 86il sani le-i ''givies e P s qualitative inf&rmaion regarding, m a existing I onclitions and soi[ c6 --pa,.ioh conditions to'be anticipated during, any future grading -operation. Thet -passing: -200. ~sieve, size - analysis (ASTM 13114 0)'aids, in: classification of the tested solils. - based on their fine material.-. content and provOe§.. qualitative information related -to engineering characteristics such ~as expansion potential, permeability,- and sheir'. strength'.. The ~ekpan§ioh 'pote-ritial of "ils is determined when. necessary'., utilizing-. the so Standard. Test Method f6,r,Ex'bnsio.n -Inde?( Of Soi,ls (AS - TM710~.482 In accordance with Standard (Tabl~:S. -Clds ifi & as follo-- s: expansive.. soils a re s e w a, Rincon Residential Project Carlsbad, Califor'nizi -EXPANSION INDI 0 to M 130 Job-No, 15~40691 Page~6 POTENTIAL, EXPANSION — ------- Very~low Medium: HigW Very high" Based. on our 1particle~siie test ~esults, our visual classification,. and our..'experien-ce ,,with- s.imilar soils, it, is ~our opinion. that the majority o f the dri-sibe silt ';sand* y formational terrace materials have a (EI less,,thah,.2'_0),—, very loWex p a Based, on the llzit6tatdry test data; our observations of thq,prim airy soil'ty esi and p our :previous experience with laboratory testing Of, 5imi*, -SQils, purl. Geote-chnical Ehjineer h~6's'. 6ssieflhed vailues f6r.ftiction ngje,';6oefficient of-fric I tion abd z8hi~isioh a for those so,11s'which will haVe~significant- lateral sW'Obrt o-'-r)oad,,b6arin- f g., unctions p on th ornmen .e project., Th-es-Pe Valu'es have been -Utilized in, determining'l-he c ded bearing value a~ well at &ctive and passive eafth pressure design ~-critei-i a. Yzz. s6zL ANb GEN&ML GEOLOGZC DESCRZPTZON -A. stragigraphif Our investigation, and. revldw'~of O'ertiheht e6lo Andicate that, g~, gic rriap5.:and':reports, forniatiohaj lerira'~ ',,$iltj sands identified,- as PEI 2 ep s its' ce _.Quatprnary_ ge Old ralic D., o :(Q60674 underlie the entire site. The encountered §oIl 'rcAle includes in I iho'r wall p backfill.soils/fill -soils -overlying the'formatidnal terrace soils. e Ri ncoh' Residentia- I Project Job No. 15-10691 'Carlsbad, -California Page 7 ,Wall. BackfilllFih Soils :(Qaf)%: Wall -backfill. soils were encountered in the central .'portion of the, lot adjacent to the, north-sou-th retaining wall. thait'sepiirates the 'ils upper ~pad fi;:orh.: the IoWer.pad, at the loc-atiloh of exca vation. P73- Minorfill so H were also along the eastern . edge of the7 lo.t..'at the location of -backfill/fiill ro- n, si ty, fine- to.medium- excavation H P. 5.. th e' soils consist' red b w of I grainedsand with so*me,rootg. These soils. are gbIh&ally of variaible density, dar-hp*, and of very' low. expansion potein'tial. They are not sUitilile'in their.bureent condition 0 s -6m 'ona for sUo _ort l6ad~ fr 0'' structures or addit! rill. Refer'tol Figure N os.1 II. a n d IV'fo r. a e, t6l i I S. Old.'Paralic -Dgpo~iht, ~(Qpp~~ 91d Paralic, Deposits Ioftational- terrace miat&Ws e d; at 'hall'oW depths- at all excavation 1666tions, ~'and were encount '~.6 ks c6nsist :of generally ~6.se, to me,dium* -dense,' red-brown to Ii- ht red-tAn'~'-brown, silty,, fine- t6 mediui-h,grai'niid,. sand. - 'The, -f6rfnatiohal ter~ace''. soil" are of very Iow:--e- xpansion. potential and have good.bepring strength:.ctiaracteristics. The-terrace materials are ag tibh'. T 5per 3 feet of tKe underlain at d6pth..by the Eotene'Santi b Fiorma he":L~p te-~raite ;soi*l's are in,-a relatively Jobst weathered cohdi tion -a' i nd" are n6t,suitable in 7t '-Refer heir cUrrebt, condition. for 9up 0 0 -om S,o -:add iona'l fill. port if I ids' fi~ s&u cAure. to Figure 1-1-I 5hd IV for details. B.- Structu—M Quaternary-age Old. Par~alic' Deposits underlie the entire site at shallow depth and are underlain'.,at depth by the Eotene-age Santiag-o Forrhabon (T§a).' The 'Old Pa~Mic,Dep6sits -are relatively flait-lying, as depicted on the7ge'o logic, maj~ (Kennedy a ri'd Ta n, 2008; . Figure No. V). Alth . ough not encbubt6r6d in bue ~shallbw excavations,. the Santiago-:Fornlation strikes 6pproxif.hately ea,~tr4est and di' ps to 10Aegrees to the ndrth7ftfthea~t as de 'icted oh*,th6 'e-logit map. N6 f6ults"are p g,o 0 Rincon Residential P~pject Job-No. 15-10691 Carlsbad-, -California, Page,8 on or nearby the site on .the geologic. map. The-geologic structure -and relatively flat to'pography presents no adverse soil bility cond sta ions for the 4tj prbpefty,,~ Via. . GEOLOGZC HAZARDS -a -'f'th-' l6qic.c6nditiohs.-6nd'-hazards common., ThL-.,fdllbWihg Is,' -discussion o e,geo toAhe Encinitas area,,, 'a, s well as, project-spedfic geol-ogic information' -relati-ng 'to' development of,the s6lbje~t-' c property.. A. Ldcal4hdAggloal Faulft Reference to the ge'!'Dl6gje rhap of the area~ Figure N 0. V_ nedyand:Tan- 2008), (ken indicatesthat no,,faidlis~ are ma- pipo on, the isite. In. our exp p -licit professional opinion, ~neifher, an active fault ~nor a -potentially active, -dies the site. -fault under ~,Rose Canvon,~-Fault, TheRose ica'hypri Fault Zone, (Mount Soledad and., R-o Canyon se Faults) is ma.pped app~.Pximately 4.1 miles-Vest .-.of the su 4ject site. The-Rose Canyon Fault is mapped tren . ding north-south -.from. Oceanside to, doWntoWn San biego, from where -it a ' ais to head southward into:, san' Ppe bieg6 Bay,,through 'Colronado,and offshore... The Rose Canyon Fault Zohe;is coPsid-ered ~to be a complex zone of onshore and bffshbre,.en echelon strike slip, -oblique ~reverse, and obli que notrhal 'faults.' The- Rose, Canyon Fault is consi.dered~ to be capable of generating 'an ;M7.2 earthquake. and is considered microseismically active, although no significant -,recent ea"rthquakes' areiknown to' have occurred-on the fault. Rinclon Residential 'Project Job,No~ 15-10691 Carlsbad, -California' Page 9 C Investigative Work"on faults that are part df'th"6 Rose anyon FaiLilt Zone at the,. Police Adrhinistt8ti6n and,Techhical- Center "in *.downtown San Diegoj!at the SDG&E facility in R6se.-Cany6h, and Within.San Diego.Bay and elsewhere Within downtown. San Diego, fias encountered offset.s in - Hol . dcene- (gedlogicall'y"recent) t , edi I ments. 'these findings confirm Hblocidne displacement on-the Rose ta n" yon Fault, which was designated- an. ~'ktiVe~~ fault in November 1 H- 9,61 art 'E.W. arid-M.A. Bryant; 2007, Fault-Rypture Ha-2ard Zones in. California, Calif6rni'a Geological SUrve' Special y ~~ublicatiohi,42). In a report corhpifed. by'Rockwell et al. (2012)'. for,S6uthern California 1~disoh,,it is c- I foe eart q'akes.on the RCFZ is,in the ~r6nge the-, r8curren ~e. interva b u Of 400 ~to 500, y6ars, With, the most recent -earthquake (MRE), nearly 5MyeLarsago. The report indic6tes the slip',.eke on ihe RCFZ is not- well-, constrained,,, but- a: c6r~pil.itid'm of a~ long-term slip,''rpte. of t e ly 2 .the,' latest'r6search implies: ,~approxima m M./Yeia r. NeLyport-InNeWdOd FaLilt: 7he ciffshore -portion of the Ne Fault Wport~Ing;6wo6d, ..Zone is located Oproxim"atbly 5.2 milds, West and northwest -of '-the .,§ite. A significant ~earthqyake:(M6.4) occurred aloing,th-s.,faullt on March 10, 1933. Since then no additional significant -events have occurred. The fault iS'believed to' have a slip rate of .-approximately M-.mm/yr With. an. 6nknown- re6leeeinc6lhte - al. This' ry fault is belleVed capable of p~oducing an earthquake of M6.0, to M7.4 (SCEC, ~0'04),~~ Coronado Bank,,Fault: The Coronado Bank Fault it ldcated,.,apprOXim 20'6 ately miles southwest:of the site. Evidence for, this -fault -is.based'' Upoh, -geolphysiut cl~ta, p_ and the general align --r§ -redrd d- se~i (acoustic profiles) m6nt of 60iterite o o e Ismic. attivity (Geeerfe,' 1979). The, Oceanside -eafthqUaike of M 5. 1, recorded july 13, 198k it known. to, have, been centered o - the- fa'ult. or Within' the. Coronado Bank n Gil Rinclon Residential Pr "ect Job No. 15-10691 Carlsbad, Californiai Page 10 Fault Zone. Although this fault,i-S consid6red:activ~e,--Ope to,the seismic ity within- t . he fault zone, it is significantly le zismically than'th s'inore Fault (Hi leman, q! active se El 1971~)". It is postulated that the Coronado Rank, Fault is capable of gen era ing a ,M7.6 earthquake and is -of great interest due'ta its close prokirpity to -the greater ~an- biego metropolitari area. - E/§ii7dj,;L- ~Fjwt';: The Elsi'h6r6Fauft,is I o-cafed---App ------- _rqximabely 29 to '55~,miles east and northeast of.Lthe site. T he fault extends approximately 20Q krn (125 tnil&s) from the, Mexiican border to the northern en-d of the SaTiUi Ana Md.uhtains; The, Elsin , ore Fault zone is ~67 -1- td 4-m-ile wide, nbfthwe~t-s6tithie,~§t~:tt(ending tone of dis(f6htinu'bus and~ e"n echelon fau'lts e~te'ndin'- through - portions -of Orange, 9 Riverside, San 'D!6gp,: and Imp n v up I faults Wit. h in the E - Isinorer _grial: Counties~. Ii'di id Fault Zone range from Jess t han Irrifle.,to, 16 m.iles in,.len th. the trend, length an6 -9 ge9morp ss' fy !a be hic expre, Jon, 0ithe, Elsi nore Fa ult Zon*e' identi it s ing[ a- Paftbf the highly active San - AhdreasFault system. like 'the Other faults in the'S-6h Andreassyste-M, the EltinOre Tault is a transverse faulf $hqwing~ predprni'nantly,:r"ig~t'lateraI omovement. According, to ~Hartj et al. (A19 - . his: Movement averages less t hah, 1,-.cen ti I- meter per year; Along t h.o'st,of its length, the Elsirfore Fault, Zone- is marked, by a- ~ bold: t6pographid e x pr"e-"s s i o n consisting of liniimdy ailigned -tidgers, swal0s:afidl hallo-ws. Faulted ~Holoc6ne alluvial deposits (believed to be -less -tha h 11,00 0 yeafrs old) found along several segments the fault zone'suggest t.hat.at least part of -the zone. is currently active. Although ~the --Bsinore Fault Zone belongs-. to the Sari Andre-a's set of a ctive, nOrthwest-itendin-g ~;right~slip faults,in the soUth&h'Calif6rnia. area (Crowell, 1962), ,it hals~hbt been th6site of a major earthquake in historic, time., Other than a M6 eO ~ea.rthquake near the -to'wn'of El-sincire in 1910:(Richter~ 1-qS8;'.-T6ppqzad_a afid,Parke, Rincon.Residenti6l -P~qject": Job No. 15-10.69i Cad-sbad, ~Califd'rriia Page 11 1982). However, - based, on length and. evidence of Iate~Pleistoceme or Holocene displadementi. G~eensfelder (1974) has estimated that ihe Elsinore Fault, Zone 'is reasonably capable of generating~an earthquake Wth,a'magnitude, as l0ge,'as MT5~. Study And lo res in --gging ofiekp:osu- tre'riches -Olaced, in Glen - Ivy Marsh aci oss the r Glen Ivy North Fault (a strand'of the Elsinore Fault Zone between.Corona and Lake Elsinorb), suggest a ma)dmurn earthqbak'e recurrence int&val'~bf 3 -6-years, and 0 oh~n.com*bined.with xevi6us estimates of the long7torm- horizontal, shp rate of 0.,8 to 7.0 mm/ye,ar,, suggept,typicpl earthquake magnitudes of M&O to.M7iO '(,Rockwell i,985).- More.recentl SUry (2002),considers the.Elsihbre y, the California Geologic ey Fault capable ofprodUcing,ab earthquake of M6.8,td M7.1. Sah Ja~cihtb_A~ult:, ThO.San' Jacinto Fault is, located,ApproXimatelV 47 io~ 66 the, northea.st,ff the ~'ilie. 'the San.Jacinto, Fault 2oln-e consists of ai series of closely spacedjaults 'irftludi-rig, the, Coyote Creek.-Fault that.1otrn - the~'W,6tterh ,rnargih--df the San Jacinto'Mountairis. The,-faUlt zone eXtehds from 'itsjunttion-'With 'the.' San Andreas Fault in, San Berih6rdino' southeasterly toward:-the ,Brawley arep,,Wfiere it continues South 'of theInternation6l border- as..t'he, imp6riat Transfoim~ Fault (Earth Consultants International [ECII, 209). the San Jacinto Fau'lt.zone has a high level of histbrical:~seis,r~lic -activity., With at - least 10,damagih§~'earthquakes (M6.0 tbMTO) havihg~'oocurnbd 6A. this fault zone between 1890. and 1986. Earthquakes on the San:laicinto"FaUlt in 18 - 99 and-, 1918 caused ~fatalities- in the' Riverside Count s.' this: fault is ~y A re.a~. Offset a-cros-' predominantly right-~lateral, similar to the Sari Andreas' Faultj althbU h. some 9 investigators K8ve suggested that,dip-slip mot I i dn'cbritributds up to 10% df.the.net slip (ECI, 2009). Rihcoln Residential Project Job No- 15-106k: Carlsbad, California Pa ge 12 The segments, of..the San. Jacinto 'Fault that are of , most concern to- m ajqr Me'tropolitan 'areas. ar'e ,thd'$an,6e*rnardino,'$'an Jacinto Valleyabd A" nza Pault.slip rates 6n..the.*various'segments' dth, S" J"ci, e,; a n a hto, iiiri~,le§s.w"e-li,tb'n5tr6ined thah,for the San d-'tc Andeea's Fault, but ffie,avc~ilable- -a a suggest slip rat. s~of 2 mm/yr f6rthe, northern segments of the Mult,..and sli r6tes,of .4 ±2 m m/ yr. for-the - southern segments. For.largp gr6und-ruptdrIng earthquakes -on the:,San Jac . into fo,ult, various investigators have suggested a recurrence.-interval of 150 ta- 300 'years. The Working Group on, California .Earthquake Probabilities. (WGCEPj 20,08) has estimated that there is-6 3:1 percent Ordblability th.6t an earthquake -of M6.7 or greater Will octut Within 30 years on this fault. .,Ma~imurn credibleearthiquakes of M6.7, M6.9 andl',IY17~2 are.expected on -th'e' Santernardinb, Valley and Anza segments,,. -respectrive,ly, capable 'of. ge.ne.r'lating, 1poOk horjz'ontal ground accelerations of .0.4~,8g to' 0'. 3g, in the County' of-Rive ide,JEC4 2009.). A M5.4 earthquake otcurnidor the San'-'Jacihto!F8Ult:on July 7, 201G. The, United States -.~Geol6gica Ir Survey has, issued the following, statements with tespect t6the' recent seisrhit activity on:southerh California fziultsll~* The San Jacinto ifault, along With the Elsinore, San'An-dreas, and'oth6r faults, is, :04ft .'Of the, plate -boundary' that: accommodates, about 2 Jnches/yo,ar of motion:,is.-the Pacific plate moves ~n6rth~Weist,,relative to the IN16rth'Amiencan, plate. The largest, recent ear'thqupke~on the San Jacinto, fault, near -this -location, ~the,.'IY16.5.- 1969. Borre'go Mountain e~rthquake~ April 8.,' 1968;,, occu &ed, a bout 25- miles southeast of.the July 7, 2Q10, M5..4 earthquake. This. M5.4 earthquake follows the.4th of ..April 2010', faster Sunday, M7.2 e.8Ahqqake,.lOcated about 125 miles to -the. south, well* sduth.,of the. US M&xic6 interhatio'nall": border. A M4.9 elarthqyoke-occUrred-In' the' same -are& on ']One 12th at,8:08 pm - (P.~cific'Tir"ne Thus this section: of the San Jacinto fault remains active. PH Rincon Resliclential P.rbje~ct Job No~. 157106~j Carlsbad, California Page 13 Seismologists cirO watching two Major earthquake fa-ult.9zin southern Califorrilai. 'The San"Jaicinto fault,- the 'mbst active. earthquake fault in southern Cziliforh.ia, extends for "more jh.an 100 mil.es frornr , the' and: Riverside 6 fnajble, international ~bordpir into San metropplita6.8're~i often called the Iriland Empire. The;Elsinore fault is s more, than 110 miles 16n'g, and extends into, the, Orange County, ani4l 'LosAn-geles'atea, , as.,theWhittier fault. - The Elsinore fault' is capable of a major earthquake that w o6ld significantly affect' the large metropDlitan~,;area's of southern 'C61ifornia. The Elsinore fault ha's 'not' hosted:,'a major eartlhquake~ in more than 100 years. The occurrence.of th-ese. earth-quakes along. the ' San Jacinto fzi'dilt -8'nd' continded afte,r§hock8 demonstrates that the earth'quakb' aidivity., in 'the region. remains Zt 6 M elevated Ievel. The San Jacinto fault, is' known cis the most active- eafthoyak 0 fault in southern Ca'lifo r'nia C It Pch,and USGS, selsmolociist continue ~,to cmonitor the ongoing, earthquake activity u's i ng h 's t Caltech/USGS Southern Calif6rnia.'Seismi& Network and.-a GPS e ne(Woek of more than~ 10G stations. B. 6therGebiboic-Mika GroUnd Rupture: Ground rupture is char6cterized,by- be&6& slio'-p-e.alorig an P,g established, fault aM, fhayreisult in displacement of the ~glrouind surface. Forground rupture W,ocdue -along a faidit, an earthquake usually exceeds-'M5.0. If a M5.0 earthquake were~ to'.fake ~pllateon a- local faulfon estirnafed,.surface-ru'pture length 1 mile long could*;be expected (Greensfelder, 1974). Our investig6tionJhdicate' s that -the su bject.'s i te- is not directly on a known acitive fault trace and, there0bre, the a risk of:ground ruptu-ne 'is. remotei GroUnd Sh~Whg: Structural damage caused by seismicallly induced, ground, shaking is 6 detrimental effect. directly,rela'ted, to faultin g.and~ earthquake activity. Ground shaking -is considered to-be the 'reatest seismic- haz ar6 I lin -8an D 9 i6go -County.-- .'The intensity of ground shakin * d' dent on the magnitude of ,the earthqucike, the g. is epen :distahc6 from :the earthoyalke, and the seismic response_ characteristics, of Rincon Residential Projpct carl$66d, California Job No. 15-10691 ~Page 14 uhdOlyih6i soils, and geologic uriits. Earth' 6kes Of M5.6'oir~ NU greater are generally associa 6' fh L f ted with'sjgn icant damage. lt-is'60'ropn n a Ahe; most serious, damage to the site w6uld be -caus~dby..a--Iarge ejarthclipake, origIn L atin,g o . n a hear4y Warld~ of the Rose Can ts.-I Although. th~ th' rid" Of sudh an, ypri,:or NewpDq7.InglewoLod Foul a e, U , L event s~ rempte,.it. could -occur within the s~ee6l life of the'Structbee; 1andslid Based 'upbn~our geotechnical"invpstiga'doh 6nd.xevie_W!of the.,geglogic e'dL njap ,(Kennedy andjan, 2005 and 2.008). there 'are', n knoWn.or-s~LUspect' ancient. lands'-lide$ locatled.on. fhe site. LLq&ehjction: -The_Lli0'Uefact-iOn of saturated sands duri I n .6 6rthquake %'ca be a' s -hr :1 1 . . . i .1 1 1 -'~ I f d- g6 t6i"build'ings. LiO 1 udf6dti61n' is!the.R~ ' major,cause o . ama r666~s, by Y~hich,~S'oils lare r -into~r` -as a tirah§f6ftned, a Viscous fluid-that will flow. I.iquid'.whe-n-runconflne.d: It,occurs primairil in loo96 Z:Afrmifei& I cz . nnric nnrl ciitc-whan~tha A earthquake. On thissitei ,the.,eisk of liouefaftioh of foundation Triaterials due to, seis~mic-sha~king iS ,aj$oLLconsidbred.It6 be remote Idue to.ihe''med m"dense nature of, the :natura,l- ground inateeial,.the'L ariticipatbd high density of thep'roposed -recompacted, fill and the lac-k of a shallow static groundwater, surface ~under the site. ~:No':soildiquiefaction .~or soi[§tre~gih Ioss`is.onficioate~d to occur due' to, a sei§Mit,event. Tsunjii7l: A tsunaMiL is. 6 in ocean by.a,sudden series of long maves~,-geherate&-,', Ais'lacerne`nt of - a,,16rgp volume of water. Underwater ~!arthquakes' s esi p land 'li,d~ eruo - nshore 'Sl OpLe~'fail- -'c'u'le thi volcanlic tions',, rri(Oteoric im*pac.tsj or. 0 1 ures can a s S. displacerne.rit. Tsunami, wa , ves..can travel at;sPeeds' zVerag"l-ng: 450.to,, 60'0 'miles per'- i,,hour. As a ts a n io~SL. -the. -coastline, jts soded' diminishes, its wave !length un mi e a e 6ht increases greatly. After a major eartli'quak6 or Other d(~06a!~es; - ~ n_d: its' I I Rincon Residential. Project. Carlsbad,,-bfliforhia . job No'. 15-110691 Pa-ge -15 tsunam.Hriducing activity occurs, 8 ttunarfificould reacK the-shore withi'n a -few minutes; -coaist6l community may.-exp6rienqe no A.a,maging. waves while' O:Odr len ce~ m very destructive waves., Some-, ow-~l ng,areas t6uld~ experience severe in.la deMs more -thah ncl-Inunclation of water znd,.dep,9sition,.of 3 f'O 0 0 feet In I a nd. Tlie. site . is located- less than 045-mile from the !Pa'cifk'Ocea_n. '..strandl -fin -at an e, elevation of,61.to-10feetabove-MS4. ItisUnlikelythaita:tsunami would affect*1the lot. -Geo1ocficHazards.SUrffrha .It is"our ophlibh, b-ased..up6n a'r6view,-,ofthe available 4L Mo lo, ic rh~-:.- g apsi ~our r-e'- s e' 'a' r- d h 'and bur site ~invdsti' aition, t h 6, is' ndeHain. by g at t,he sii rela,tively ~st6ble -f1br1o'ati6naI7 :rna''terials (and~ shallow _~IopewasK -and-'weathered te rr~,ace - m ate ri 6 1 s - td-, be' recompacted), and i s suited fo r, the ~.proposed residential structures. pod a'ssoci~3ted%improve'ments,provided: the rec -- me dati6hs, h- om h erein are No L'e known to exi~t 'on the -site that implemented:., sign'ificant geologic hazards,ar Wbuld'preVent 'We p~r.bposOd ~cbnstrUcfl6n.* In our proressional opinion, no '"active" or ".06t6ritidll' active" faults und6riiethe project site. y _.The most significant geologic ~hazard, at the'site.i" s. anticipated gr6und,.shakind from, 9 earthquakes on acti've.5o. ttfertf-C "lifornia and"Baja: -.Calif6ehia:fauI'ts,. The,.United a States Gedllogit -SurvOY has issued statements 'Indicatih th't -'s" smic actilvity~Jn _g a ei- .:Southern Calif6rhizi may conti*fiue ilt 'elevated 'levels with inci~paseo risk to major Metropolitan areas :n0ae ihe.'Bsinore, and Sah'Jacinto~ f6ults. T h6se fiults are t far: fro rh the, subject .,propertyt6 present a seismic ri§k.' Toidate,'the nearest kh' own "'activeP faults.to the subject 'site are the nforthWeSt7trending Rose Cahy'n :Fau It, 0 -Newport-In lewood Fault -the z!nd C6rohado.Bank Fault. Rincon Reslidenti~l Project Job No. 15-106§1 Carlsbad, California' Page 16 No: fi c 'a' n t geologic hazards are knoiwritl~'exist on or near th6 site that would prev . ent the proposed constr - uction. ZX GROUNDWATER oundwater and/or perched water conditions were no I t * e I ncountere& ..~t~ the ex lored exc' ~p av6tion locations and we do: ri.0't expect significant gr*oundwater problems to Oevelop in the future if proper drainage is maintained on the property. It should bekept,uh mind thatc6nstructioh. operations Will chiing, I e surface Arainage Oatteths'-, an'd'/o'r reduce 4surf0ce permeabilities due,to the densificationdf c6mpacted, soifs. Suth changeslofsurface.and sPbsurface'hydrOl.0gic corid-itions~, plus irrigation of. land$q4ping, or.s'ignificaht increases In- rainfall, ryiay result'. in the, a _ ppeara rice of surface, or. ne6r-surface water at locations--w My here indhe ex&bd. previous . The a~POarani:6- Of -such water is expected to be _1&alized; ~ana! cosmetic ~in 'nature, ff, go6dL pb§itiV.e drainage is'implemented, as recomm - ended in this,. r'eport,,dUrih and 9 at the completion of Conkruction. Based.,o.n our site ob-servations,and7labo.ratory testing, it is ourolp. I ihi6n, t hat the -silty, sand-formational terrace soils are relatively: permeable.. and well-suited forthe use of ~perm,eable Pavidm. Sh'al-l-ow Perching cohd,it_ipns Were hot en6puntered.6n thi's lot and',&e- not characteristic' of the sandy soil- conditions -comprising this''a,rea of Carlsbad. 'It.~mus,t.4e understood that unless discover-ed, ~d u ring initia I I.,,site explor"tion or .(~ncount.(~red -dU~i-ng,'~ite.gr~di,n6 operations, it is ext-re'meilydifficult to predict if or wheee, perched or true groundwater conditions -may appear -in the, future. Water conditions, -where suspected or encountered during, grading aind/or construction, rp Rincon ResidentialProjeq '10691 3.6b No.45 Carlsbad, California." Page 17 should.!be ev~luated.*6hd.eetedied b -the'project'civil arid g -c- ns It' eptechnical, q. I P ahts,. rty that, lbst- The Or'bject ~devellpper- an ,p e o n -,-h -rea ize :mu t~ uctio ", 'es of groundwater ma th to,:be~' dealt,'Wit , h~-'dri c6n tr n appear'anc ,ave specific basis. X. RECOMMENDATZO Thel 1`6116wi.ng r6co'mmendations.:are based up the przi 'tIC161' ef I d investigbtibn on, c I e -labor e-Sts 1n, conj on,-with our ing. atory 't _qct6d.,by,o.ur flrmi:,_.a-n.d result _4htti knqwledge~.and, 6xperiepce with'sirriiIaT s6ilsih the -Cairlsbadzl-r-66. The o0ihibiris, cbhtlu§i6hs,,. :and recorrimend resented in this'' re p rt a re ptions, 0. 0, contingent uppr16eptechinkal Exploraffooi- Zhc., bein retained to review the'fi h g s e.,. e a ft hw' o r k plan's and as'-they are develo~'ppo and.to ob~s#rlve,,,the "it a.-nd: installationof foundations. Recommendati6ris presented herein, are based on d 'prellrni undate u n.rycdntcLiotualrplc)nso~ovided byour~ client; -SWs C"d' A. _nik -seismic batal Bases: An'estimation ~of the~peak ground acceleration -and the e -repeatable -:high groun4acceleratioh~(RHGA) likely to occur 'a' site t.the'~proje, is based on the -known sighific6rit'local ~and:,regiona[ fauli.s,.Within iOQ -miles of the ;site; In addition, we have reviewed -a -listing-. Of -the known historic seismic events that have ,occurred within 1bO miles,of -the site at, an'M5.0 or greater since the ye~ar 1800, and the —,, probab.ilit~y..of -ex'~eedinig the- ..~experienced ground accelerations in the future based. upon the historical recordi.. Rinco.h Residential Project Job No. 15-10691, Carlsbad~ California P.a,ge ,18. The RHGA and seismic., events. within 106 miles. are der - ived fro in tables generafecljrdm~ compyter~;pro*grams'tQSearch and,''EQFault b' Thomas F. 13~*6 0.100),utilizing a file.listing. of - recorded earthquakes (EQSeaich)~aihd 'a- AigiCized'.,filel :of lakel'-9tiaternary. California, faults :(EQFault). "The -EQ5earch tables are'retaihed in 'our- filesfor future reference, and we have' included the EQFault Table as,-Appendix' B. E~timations of site Intensity,,are:6.lso 0 Or Vided in these listin.g.SLps 'Modified Mertalli I ndex Values. The Mbdiftd Mercalli IntOnsity Index is: provided as Agpenclik. C. 2. Si~i8~ftk TD&sidh C&&iq; The proposed -structure should ibe desig ned in a c 11 c orda-nc6 withth-e 2013 COC'which, incor 6 -the ~AS'C_E 7~ _p, rates by reference 10 for seismiq d sign.; We,,. recommend the following~ parameters,be tjtili2ed~., Me - have deter -mined th6% mapped spectra[ acceleration value 2,16r the site 'S d bas6d'on a-la'titude Of. 311497 degrees -Ahd'longi u e o_ 111.3447 ~d egrees utilizing a,prograin titled. "U. S. Seismic Desigh,.Maps', ~n~ Tdol§,'~' prov ided.,by 06- USGS,., whicih.,Rrovides a solution for, AS(f~ 7-1.0- ~(2013 (Bit)~.Ljtilizing digitized files for the S.pectral -Acceleration map$. In addition, we, have assigned a Site Cl 6ssificati6n.'of SD. The response parameters forAesigh are -present6d in, theJollowir~g 'table. The design v s ectital. Ad leeatioh ISA) 's. Period~ (T.)'i "shown -on?Apppndix D. TABLE I estgn'~Paraniete cc MA&6d5jzkttra1A' eleMHonVa IS,_ '[Si d S~ -S 0 416=1 11.158 J0.444 [1.037 .11.5 i91 1-0100_11 Rincon-Resideftial Project C b Ca a-rlls. ad, .-alifornia Job No. i5-fbi591, P6 g,e -19 Ece Raratibapt Soils. Aoi,,!ft.Dej6"o nient h-g'. -struct improv I erneffts, and 3. C16 Sttipdind..~ is aiing and The exi 'ti" uf6s. vegetation on', the site', should be--rem'- ed, I& to.,the ove e,.,prqparati6n-.of the pr building Oad's and.,-,areas, -of associated -,Jm.prqve,.mehts'.. Thi-s-includes ~root.., systeftis!-of the'existing, trees. -,Holes.res~ultin g from'. the removal.,, of~. root Her.- buried foundations -i'pingj -deb-- s 0" ob9t uctioris- ,that sys~tems ~or Qt p ri r r- extend . 6el6w the plannedL grades should be. dlear6d and backfilled with' properly c6mpac-ted fill. Id6i In order . o.,-p'ro.'-id 41. Fffl..-and-,~~,.,iM ~~Sojjsr- vi e~ suitable 6undation support .-for the', pr6pbsed r6sideritiaiij.: gthu'6turiesi afid n -hd -t,t6t'tXistihgfiill_~s _'ilsarid1oose. as~sdcliated:imRrovements, we recornme. tha OU e sU~fitia-l-s~olls.th6t.,r'6,rii~iih-,,aft6r th necessary si e,;excavations' , have. beena ici 6ted mb.de be,, remove The ~ahi .00h- of rq mova 1. -i.s. "and recomppaed. approximately 3 feet. The recompefction. Work should consist"of (a)-". remOVing the ekisting:~ fill ~sdils --d -hational, and. lo sl~ 1suWicial'§dils down to native rri'&dium cl.ense:to-dense forr terrace;mat6rial~; (b) Mioi~tur-6 conditioning, 6nd: corpakfin'g- the soil excavated material as, exposed- s0gracle s; and (c) repla' ing -the - compalcte&structur'al fill", -nd' l6ose,suMi* iSl The areal"extent and d'eOth.re -uired to -rernoiVie the filLsoils a c q soils'should 'be `conflemed'~by our represe'ritatives d1uhn4the ;excavation work based on. thei r exa mi nation of the,s6ils b 0i n-g exposed: The lateral eixtent4-of a tM_-6 xcavat-ion-.. rid,, recompaction should, be. at least 5 feet beyond- the edge of the perimeter foundations and any areas to receive exteriorArh'Of6Vbmehts Rin'coh,Res. - idential Project, Job No., 15-10691 Carlsbad, California Page 20 or a lateral. distance .,equal, to the !'depth of :soil Tem6ved'at any. specific er s- (such as over~ize ocati6n; whichever is I~rgeir. Any unsuitable'~mk " ial' rubble ,or rcftl-(s,'6nd/or organic ~rfizitter) should be. selectively removed as osed of 6ffsi'te. directed by our representative ~and cdiso Any rigild improvements foundedon 'existing loo's~e'or. §6ft surface so'ils.tah be expected to undergo. movement ~and, pogtible damage. Ge6techhIhbaI ExplQkirtio p6 ibilit ni, Zi7c, :takes% no res ns y fo _r'.:the performance , of .any Improvements built onlocsse,natural goils': or ina.dequately, compacted fills. 5. .5&bg~ade..PLr _6i§rkion:- After the~ site~,has been clea ted--_ stiip'-p_.6d, JaInd ithel* ~ed in h- re~§ to re ui ' d.-'e'xcavations madie.-the pos su gra e :so t e a re re6eive,fil[ 6hil/Or,bUil-dii-1-g- im-prove-mi ents' sh6uldibe' -'sdfriftcl Ao. a. depth of 11, in-6hies-i~ 'moisture .66hditiohied', 6h&; bom`pactr*e"d~~,to" the eg di~.emerits for str*turaLflll._ Ther near-nsurfcke. m-bistLir6.iitonteni,-bf,,fine-grained.;s6_il~:shoul.d'I -be maintained by-periodic sprinkling :until with i n;,48,..h,6u rs,. prior,,t t- o concre e. placementz. 6, Ize Sbil Conditidns~. We do -hot. anticipate~ that,significarit,,qypritities of medium,,or highly expansive, clay soils Will ~be encountered durin grading. 91 .3 Should% such Wis' b' ed. -,ho veri -the'-'sh6uld be e encountered and us as.filli we Y: rce 6ve moisture -coriditi.oneid; or dried to'. no greaterthiri '5 Oe' nt abo nO ptiniUm Moisture content,'com , pade'd-to 88-to 92',percen't, and-,pl6ced outside buildi iig- areas. Soils of medium or greater expansion, potential,should not be dsed as retaining wall,backfill soiils'. Rincon Residential Project Job. No. - 15~ 1 b691 Carlsbad, California Page 21 7. Mj~terial f6r Fill: Existing pn-site soils with an organic:content:of less than, 3 s percent, ~by-vqlump-,are, in general, .suitable for use --as r6cl4ie6d Any.. imported fifill material, fsuch as for'ret0inih W611 backfill) should be, a -;low-* 9 expansion potential. (Expansion Index of 50,br less pqr.ASTMD 8!q"-11). In additiob, 'both iMoorted,and existing- on~§iie -,materia hi for use 1 s; a fill, should hot,contain rocks or lumps more than 6 inches 'in -greatest dimension. All material-s for use. as fill should be, arpprbve'd.,Iby gur fl rtn pftr to ing. ketaining Wall, and ,~trench backfill material shoUld'.npt contain mat . erial larger than 31riches, in greatest dihhehsioh. 8'. Fill ~Compaction: AIF,stfuctur6l- fill.shpt~lcl'i' e~ comactredta'-a minimum degree of compacti O.n-.,.,of, g.0 percent based. upon7 A~TM, D-i557_!O% ~Fill -material sh~pu,ld be spread an d compacted in ~uniform horizoht6l'.Iifts not, -exceeding 8 inch-es -in ~Un'cOM pactitd' thickness. Before t6rhpadiori biegihsj ithe fill ~sfioUld~ be, brought,tb a wa ter content that will permit proper-co . mp action, by either,: -(1) aeratirig-airid drying-the fill- if it i's too wet, or.-(2)rnoisten.in.g.th-e till'. 'With. water, if. it is, too dry. Ei~ch~lift'sho'uld.be-thoro.u~hly mixed before'coirtipactioh to ~en.sure a uniforhv.distribObon of moisture.. For low e x*-'pa nsive soils,, the, moisture conten't.shbuld be within 2 percent of optimum. -0 unc'ohitrblled fill soils s~houlcl remain after'q I o m'plkion of-the site work. In tthe event that temporary. ramps orpads are'con.structed of uncontrolled fill soils, thejoose fill. soils should be removed and/or recortipaded prior- to 0 completion ofthe.graidingr operation. 9. Te&nch, and ketaining, Wall Backfilk- 'Utility trenche's and.'~ re . ta . ining Walls shbUld'preferably be backfille,d, with on-sit,e, low-expansive or'impbrted: liow- expansive compacted fill; gravel is also a suitable ~backfill thaterial,biut should 'Rincon, Residential Project Job No. 15-,110691 Carlsbad, California Page, Z2 be used- only if spape. Constraints will 'not the Use '0 f -c 0 m p act i o' h equi0m6ht. Gra~ve'l"dan zlsb b6- used ~as'batkfiill ciebund 06rfor'6ted, subdeains~ pi~otected tieof6birit. All backfill material should be pl - aced in ..I ift appropeiate the type of -compaction- equipment utilized and, Iqompacted to. a~ minimum degree of compaction of 90 -percent ~by mechanical means. Our ek rice hOs,shbwn. that even shallow, -narrow trenches,,(suth as for perie ireigati,on ,&nd 'electricail lines)'that are !not pi~qperly.corhokted, resu'lt,in problems, particular1y. with respect,to shallow gro ndwater'accumulation a'nd migration. Backfill, soils Placed. behind reta'ining waIls, ~nd/o~ crawlsoac6 ret6ining,walls ffiould'be,ifist 116d~'as earlyr as the- -retaining Walls a re c6 bl Of porting- s a. _p.a. e S,UIP lateral 10-a-0s.' Backfill soils behind '~retaihing wal.15 ,should _ber 1pw,exp~ansive, with--an Expansion index e"q'ual,to "or low'er-thah' 50i, All areas backfill6d: with gravel-: should, bie capped. with a itini.mur'h 127inc,h_.thick";layer. bf, 'pe6p~edy so -OR filter ~fab~tic 'to r6dudeL the t6mPatted 6h-~§ite ils 'o~erlyihg- Miirafi 14. 6tential fo'r-fin'es loss into the gravel. it. QjgLqU Oarameters fbi Progased,-Fouhdaifio In, order to sUpoort the p~r'006$0~d, structures on: conventional continuous conc rete foundations.- the following -,recommendations. should bejbllowed.'~ Footings should 0 at a 0 -6 extend'int form ion' Isolls dr.pr perly compacted fill sbils t a, depthz of;18 inches. Rincon ReFsidential Project Job No. 15-10691 Carlsbad," California Page 23 10. 'Footings: -Footings for the new, residential stru . ctur6s sh6U'ld,. bear* on undisturbed formational. materials or properly. c6moatted fill soils. The footings for the, proposed, structures Should be founded at-lea'st 18-~inches below :the lowest 8djacent'-finithed -soil and ~have~a` minimum~ width of, grade 12 inches. 'The footings Should contain too* and 'bottoml reinforcement to' -provide, structural- continuity and to permit spanning, of local irregularities. Footings located adjacent ~to utility 'trenches should- :hav6 their 'be'hring surfaces Situated -below an imaginary .1.,0: 1.0 plane, pro ct d% upw~pro_from 'Otherwi Ahd bottom edge of the adjacent Utility trench. Ise, the trenches -.should, be.~exczivated- farther from the, footing lqca~tioh,s. 1. Bearing -:Vahje,§,:- At the recommended, depths, fo- otinigs -dh h-ative*, medium dense formatioinal sbil,orpt6pedy (f6ffip6ct6d fill'sdil may 'be designed. f6r,an a116%Mable S~dil"becirihg- ~pressu re of 2,000 pounds per square Not psf). for combined~ dead 'and live loads -and m'ay'b!e increased one-third: i f i ricluding Wind or seismic loads,. Th e footin ou Id have z,mihimurn Width of 12 gs sh. inches. 12. F6oting, R6ihforcernent: All continuous footingSr :should. -contain ~top and bottom rpinf6rcern6nt to provide structural continuity a-nd to permit spanning of loca] ~irregularities. Me recommend that.a minimum of two No. 5 top ca-ind two- No. 9 bottom reinforcing bars. be:provided in the- footings. A mi I nimum clearance.of 3,jin"Ches should -be. maintained -between 'Steel, reinforcement and the bottom or sides''of the4boting. isolated square fo6tin contain, gs shou .as a mini, mum, a grid of three No. 4 steel bars, on .12-inph centers, both ,Ways.- In order for u§.to offer an-opinioln as to whether the fo6tings.are founded on so'lls of sufficient load bearing-capatity,jt, is egs I 6n . tial 'that our WVI~ Rinc6n Retideritizil, Rroject Job No. 15-10691 (.arls'bad, California Page 24 representative- inspect the footing-excaVatioris -prior to -the Placement reinforcing,ste'el.or'concrete. NOTE: -'The roject CivillStructural Engine P -er should review all- reinforcing schedules. - The, reinforcing minim-ums'. recommended hereinl.a',~e-not to be -construe& -as structural - designs, but Merely a's. minimum 1-6ihfort6meht to reduce. the,potential f6r ceacking arid. 'ePara',tiohs. 11 Lateral Loads.- Later0l load resistance' forthe strudture,su pported on. footing, f6' S -fouridations~.may b e' developed in friction -between the undatiom bottom and the'~suo 6ff -porting-subgrade. An ;allowable friction T'icietit -of, ~0. 40 ;i87 considered apolic~abl-e-.'-An addltional.,ailioiwi6le pa's$l've,,r-esI-stari . ce -equal t6.bn equivalent -,fluid * w6ight,of 3,00 p6u indt- Per cubic foot' P~t titig-aigai §t the. f6undatiOns thay b& used in Adsigh .~provided 'the fodting§.:ar6~ 0 "red'-,neat ou against. th'e-~ad _. acen't undisturbed formational- materials- an' cl/qr,,prop~qrly comp H11- materials. these lateral resistance;. valu-e5,,_assume a lev'el surface' in front of-'the' fooeing for a minidiur.n-disti§hce ofth-reo, times the, erribedm-drit depth of the fo6ting;., 14.' Settlement- Settiernierits under building'loads are .1 expected to be'within tolerable limits--for -the proposed residences. '~For 'footings designed in accordance: 'with the. recommendations presented "in ~the~_ e tiding ce pa rag ra ph s W e anticipate that total. settlemehts~ should not ~6j(teed :1 inch and, that post-tonstruction differentia) an, War rotation should be less than 9- 1/240. SP Rihcoh!Re~idential Project- Job NO. 15-10.691 Ca.risbc?d,, California! Page 25 1). to~&ke Sla&-onm-rqrad~ Criteria, 'When bearing Slabs on -,g ra--de' may,ohly' ;be: used. on new-, Pirboerly corl pacted'fill,oir on d6nsenatural soils. Minimum, Poor.Slab ReMforcemen't: Based, ~on. our experient"e, we. found..that,for Various.'reagons, floor, sl abs -.bttasionzi 1,1y cfad"k—Ther-ef6re, we rec-Orrinherid that~-.all sllbt-6h~grade,'Ofttain. at. least a"''minirh-um amount of r6iriforcing-stebi to redu~e.the sepiiir4tioh 'of cracksi sliouldthe y. occur... Interior floor slabs,should,-be a minimumof 4.] inches -actual thl'ckness~and,be' reinforced' with -No. I bars on. 18'7inth'.ceientersj~ both Wica'y"s, ~'pl a c- e- d at midheigot in the tlitib. Slab subg-rade s6ilr ;be, verified' iby a, 666t6chillebt Ekip/bAftibnj Znc. 'repr6§~rit6tive; to, have the prqpe-r moistur& content within, 48 hQyrs -prior to placiern eht of the Vapor barrier,and' ppurin , g, of concrete. Shrinl~age, control joint's should be pla'' ed no:farther than 20 feet apart a nd.,-at re;.. entrant corners. The joints, 8houl,d penetrate at least I inch in'to:t.heslab. Following'~placernent of any concrete floor slabs, sufficient drying tim6. rnust^ be a-116wed ~prior to placement of,flp6r'cpverings. Premlat,ure .~placernert,of fl o-or -coverings'may res-ult in ~degraclation oif,adhesive materials and loosening' of the fimish floormatetiaNi Sljb M6istde& Pfote&ti6h..and: !Mpor Barri& Merhbr-ane:`. Although- it~ is not'the responsibility of' 'geotechni&al engineering firriis to, provide moisture 'prptqptJp n recommend, ations, as A service to .our zlients we' pirovidet the following discussion and suggested- mihirnurh `O~obiqt.idn triteria.. -Actual Ri.ncon Residential Project Job No. 15' 10691 Carlsbad, California Page.26 recommeridatio'ns should ,be provided,. by the architect an d waterproofing consultants or product, manufacturer. Sdil moistu"re vapor can result in damage to moisture~sensitive, floors, some floor sealers, or, sensitive~ equipment in direct, contact. with the fl o-Q r,. i n addition to mold and.staining.on slabs, walls, and carpets.-* The clorhTon practice in Southern California is to plabevap6r retarders ~made-bf PVC, or of polyethylene. ~PVC retarders are made in thickness ranging from..10-, to,60-7 imil. Polyethylene retarders, called vi I queen, r6nge'frpm'5-.to 1 0"rnff in thitkness. These a cons'lderecl~ adequ. products 're no longer ate for moistu*re protection and- canactually deteriorate over time. Specialt~ .y~ vapor retaedihg higher ti-ahsile strOhgth ,and are mor&'spetifi~ally designed for 8hd,A`htehded to retard, ~riioistUre transmission!' into land, through concrete slabs. The use- of suchl products is hk hly, -9- recommended forreduction of floor slab rh-oistu.r'e em-ilssiQn. The -following., Ame(i can Society for Testing, and Materials (ASTM) and Ameeican Concrete . Institute (ACI) sectio , ns address. the issue -of moisture transmission into and through concrete slabs: ASTM E1-745~197 (2009) Standard 'Spe~cificat , ion, for Plastic Wa ter Vapor'Retlarde.rs- Used:'in--Clontact Concrete Slabs; 'ASTM E154~88 (200,5),-Siandard 'Test Methods for Water Vapor. Retarders 'Used -in Contact with Earth; ASTM E96_95 Standard Test Methods fbr~ Water Va por Transmission of Mateiials;.-ASTM E1643-98 (2009) Standard Practice. for Installation of-Water Vap6r,Retarders Used in Contact 'Under Concrete 'Slabs,-- and. ACI 3102. 2R7,06 GUide'for Concrete, Slabs. that R-eceive:Moist.ure-Sensitive, -Flo.oring,Materials. Rincon ResideritiOl Project Job No,., is-ibI59-1' Carlsbad, California Pa,ge;~~7 1,6. 1 Based on the-abovo, we recommend,that the vapor~ barrier ofa -minimum ~extruded poly a ------ _OLi~ftn-pl stic;(no recycled content or - ~wove_n materii1sl pe~rmitted). 'Rermeal(rice-as- before.,and:~after mandatory con-ditioni . ng-.(A STrA, E1745''S'ect-ion 7.11 and sUb-Oaragraphs ~.LI-7.1-5) should beless. tha..`n'eD_.'.O1 ris,Aquairp f6ot/hour in Hg) and. torriply with' the- A'STM. E1745 C I a gt' -A. r , equirements. Installation of, vapor Ab-arri6rs ~shuil'& be- in- acco r.0-ance W I it - h - ASTM E1643,. T_ he basis of de sign is, I 5~mil StogoWrap v apor ba rri . er placed per the manufacturer's guidelines. Re.ef Industries V60or Guard' membrane, has also been shoWh,.t6- ac-hieve ,a iperrrie`aricL~ of less than'. 0,01 -permis. Our.suggested,acceptable moisture retardant membranes a ~repprt ent , F -are based on itled' ;":,Report o Water Vapor Permeation- -testing of; Cqn$truction Vapor 8arrier Maten*als" b y pr* Kay Codkseyj Oh.b.,Oemson UpiVersity, Dept-of:Parckaiging Scierice, .2009~10-.. The membrane may be placed directly on, properly Orripacted subgradia soils an A directly uhderneathlhe,slab~. Proper slab.cpring is required to help ,prpvent slab curli.ng:. 16..2 Common to,all acceptable products, vapor, r'e't6rder/~q&ierj6ints mus". t be lapped, arid'sealed with mmtic ortheftfahuifactueer's recommended, -tape or sealing products. In.ac.tual.pr~aCti,ce.,~,~i'akles are often' driven through the re.t,i-§rder-material,~~qqpipment.,is dragged or rolled across the retc arder, Overlap "ing or jointing -is not proporl implerrienteid; etc. p y :All these construction deficiencies reduce the retander's effectiveness. In. no cage s,h-o'uld-. retarder/barliri& Products be punctured. or gaps be allowed to form prior to or during' cioncrete~ placement. rp Rincon Residential Project Job,N6. 15-10691 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 coverings,. Premature" placement. of floor coverin - gs may, result in degradation of'adhesiye materials and loosening 'of, the finish floor materials. Concrete Isolation Joints: we recommend the project Civil/S_tructural - 7Engineer -incorporate, isolation joints and control joints (sawcuts), to at least one-fourth, the thickness of the slab in any flo6'r,designs. The joints and. 'cutsi if,pr6oprlyplaced, should reduce the potential for and'hel,p control floor slab cracking recommend that concrete -shrinkage joints be . spaced no farther than approximately ZO feet appq, and also at re~entralnt c.orners., However, due to a- number of reasons (such as base preparation, construction techniques, c - uring -procedures, and normal 'shtihka-ge of concrete), some cracking of slabs can be expetted-.' Exterior Slab. Reinforcement: Exterior concrete slabs should be at least 4 inches thick. As'a minimum for-.p~rotection of on-site improvements we -recommend that all nonstructural concrete slabs (such as patios, sidewalks, etc.), beJounded on L properly compacted and tested 'fill or dense native formation.,and be underlain 'by 2 inches (and no, mote than 3, inches) of compacted clean leveling sand, with~ No. 3 ~bars- at 18-inch centers, both ways, at the' center ,lof the slab. Exterior slabs :should contain~ -adequate isolation and control jo - Ints as noted in the following paragraphs.* The performance of on-site improvements can be greatly affected by 'soil base preparation and the quality of construction. It is therefore, important that all improvements are properly desilgned and constructed for- the.existing Rincon Residential Project Job ft. 15-71'0691 Carlsbad,. California I Pa'ge 29 . soil conditions. The improvements should not be built on loose soils, or fills placed without pur observation and testing.' The subgrade of 'exterior improvements should: be verified as properly prepared Within 48: hours ipeioe e to concrete, plarem ht. A minimurn thickness of 2. feet of properly recompacIted. soils should underlie exterior slabs on-grade for secondary, improvements. 19. Beterior Slab Control Joints: For exterior slabs mith the rnihiniurtl shrinkage, reinforcement, control- "birits should be 'Placed at s , Oa6i~s ho farthee'than 12 feet apart orthe width of"the slbb,'whichever is less, and'also:,at re,~entrant corners. Control joints -in exterior s-labs shou-Id, be seali~d_wiih el.astorneric joint sealant. The seal-ant.sh-ould-,be: in-sDected every..-6 ~months. and -h-&. properly ma-inta-ined. Concrete, slab joints should be' dowelled.orcontinuous steel n force n"fent should be prdvided~ to he I p , ee~6de- -,tiny potential differential movement.. 20.- Contrete'Pavement: New ncrete driveway al*nd parking slabs I shouldbe at least 51/2.1n,ches thick and rest on properly, prepa'red and-compaded'subgrade soils. .~ubgrade soil for driveway and parking areas should be dense., or, if fill, be- compactedr to at'least '95',perdeht 'of Mc)ximum''Dry Density. The dri'vdway and Parking slabs should be provided,With-~rtinforcihg~consisting of No. 4 bars spaced no- farther than 15 ihche~ apart in,two perpendicular directions'. The'concrete should be at least 3,500. psi.c,omp.ressive strength, with control joints nq~ farther than 12 feet. a part.and -also at re-.entrant -se 6ema nent. joint corners... Pavement joints should be proPeely pled. with pL sealant, as required, in ; sections. 20,1 .3 6 ~ th roug,h, 2-01.1.8 of the Standard Specifitkions f6r,Public Work Construction, 2012 Edition. rp JO c Rincon.Residential Project b. No. 15-1,0691 s rnia: arl'bad, 1-ifo, :Pag6.30, _:Controljoints should be plai er qed',within 12,. hours, aft concrete Dlacement,~or -g r aveli 'The as,soon ,as the;,cqncrete allows sawc~uttihg,.WithoLiVag egate;, r rig sawcuts should p-e'netr~ite'at-lea~st-on'e--q'ua-fter the thidkndst~of'the sl~'b. Petmeabld QHveway Pavers: If Peftyi&ible -preton" idgi-qd '"it, is.our. payiers s ions 8 6! d ~i' o h - opihio' 'based on 'our'site 6bsqr'va6 aboratory;testing,,rtw af,th' e's -d-,fill :soils & e'n se i t"y s a h d formational, sit' 11ty san and unded yingjh e 1-UT11 soils are well-wsuited forthe use of ~permeable pavers., m -dh thi&-bb I` --f It is ti6toffthehded that 6 'mihithu" 6~in se ayq~r o -crushed, is ell-:~h-_" -c'enf,~ m c a eous, rock m 6rial: d&n ed-,."to at le'aigt er PA4 r6lativ 'th laced bel w a 1~i d jayer un eri pavers'.' The. subcirade'~soiis'su" ort' the, base Ia`y~r, should 0 PO ~bil! c acte q et eri -1 -ti- 'et-- pmV d toi~9`5?p c A ~re a ive compa ion.-. E. Slobes~ 'It is our unde'rs6hdi~_ that~ no pe a 'ent~ §IbDes are ~proposed at this tirm,, ~h6uld . h rm n g. portions Of the site be. modified ~to. !include''new :slo'Oes-' our -office should, be contactedforiadditional recommendations. 22. T6 m" 6 of ~a ri, Slop Temporary slopes needed for, retaininig'wall t6ristruction. -hpaction, during'site, grading should be stable for, a and/or, re.moVal'a-rid re.cor maximum- 'slope ratio -'O:f 0.75:11.0 (horizontal to,. verticaO W -a maximum, .~elght of 12-feet. ~Na.';s*oil sfockpkt- ]rnprov6n,ents or other surch8r es.;may' 9 exist orbe,p'llaced within a. h.brizontal-distanceof 10 ~feet from. the 'excavation. Rincon Residential Project Job. No.,15-10691 Carlsbadj, California Page 31 The:,stabilit P, ~y of tem orary construction slopes will, depend largely orf he .contractor's a ct . ivities and safety precaution's (storage and -equipment loadings near the tqps of cut slor)es, surface draina s, et it _gq provision, should be :the contractor's responsibility to' establish, and maintain all temporary co nstruction slopes at a. safe inclination appropriate t6 his Methods., df:oper.ation. if these recommendations are not feasible due'. to space constraintsi tempora shoring :May be required for safety and to-proteCtradjacent ry prbperty~ AMptovornOntsi This office should be -contacted for 6dditiorial eetorrifnehda~tioh-s if-shbiriing 6rsteep,tem Jdrary slopes are' re'quired., P 23. Where hot su perseded, by specliflic r'ecomme,ndations presented in this re port, trenches, excavatlions~ and -temporary slop'e-s'at the subject site should.,be constructed in,accordance with T itle,8, Construction Safety Orders, issued by Cal-:OSHA. F. Retaining Wall: Dggfgn Criteria It is our understanding that. no retaining. walls are. currently. .proposed. The following eetai.ning wall design'Criteria are provided based on the-.eTicountered soil conditions. ,24. Static Design Parameters: Retainih . asigned g walls -must be d~e to resist lateral earth pressures. any additional 'lateral. -pressures,. caused by surcharge loads, On the adjoi.ning '-retained surface._' We re - comm end that restrained retaihih§ walls With level backfill'b6 designed1for an., 0quiNMerit flu'id-,pretsure of 56-pcf for low 6x0ahsiv'e import or on-site soils. Whe'r'dv6r re§traihed,*Wa'lls Ainc6n:,'Residential P "ect Job,-No.' 15-10651 1701 ~:Carlsbad, Californila, Pagp~32 th y shoUld.~also b~& designed f6r,an will.- -be'-~ubject~'d'.to.,.su~cha,rge,,168ids, e additional -uniform lateral pressure qq-pal. to DA7: time's' the~ -anticippt0d- -surcharq*e Dressum.. %Back~iil Placed behitid.-Ahewalls. shO ld be- corhozicbi~d to a, inihimuni degin§e,bf compaction of '90, Percent using light compaction- etluipm&it. -If heavy eqUipment is..useo, the Wall's 'should The appropri.ately ternoorarilV braced. SeismicEarth Pressures: If sei.srTiic loading, is:to`-',be coinsidere'd for retaining walls more than --6 feet in'height, they:!should be designed for seismic earth pressures in addition to, the'norm'al staitit 'pressures. TM! soil seismic ihcre`m'e(ft'is ~n-equi'vpl&ritl-flUid -weight, of 1 . 4 p ff, A Kh vlallu Ls -of D., 18 may bei used, Js, :a', computer progra,m such: 8-5 "Retaining Wall Pr similar pro soil,.,pressure&,d(iscribed above,~Maiy.be: _gram Is. used: for*,, Wcal[A.esign, The used;, for the design.of-shoring structuresW. 26,-- D6sk7h,Par6Mjet&jj~ Uhrbs~tiaihed.' The- attive.6arth o, ~be utilized, pressure ~t, d- sign of.*-: y -ahtilever retainhihg, walls, (utll`Zl,h' ~ 6 sit in, the I e n an c i g. -n-r - e -or ihnported: j very low~ to -low~expansive s6ils;4EI leSSr than 501, a*s. backfill) :should ~be based on.an Equivilent'Fluid Weight of 38 pou'rids"pef cubic foot (for level backfiR only),. In the'eyent*that'an unrestrained :ret~inino wall 'is surcharged by s1bping balickfill the design active earth. ~pressure -should ~bd'based.oh the appropriate Eq'uiviilent- Fluid Weight presenbed in the fol.lowi ng,ta ble. Rinc6n Residential Project' Job No. 15-10691 Carlsbad, California Paige 33 'Oei-Ohit, Of SIOP~Of I~i440. Wa f '0.- 25 'o .''S'01),e, Ratio,, 0.75 II.GID(+).' .49 50'. :52 _42 *To determine design active"earth pressureg. forrabos intermediate' to 'those presented, interpolate between the stated~ values.. ;Backflll soils should of low-expansive ~soils.'with EI lets" than 50, and~ should bd placed; from the'heel bf-thefoundati.on to the,ground~ $ufface,within the we'dge'formed.by a plane at 301) from veriical,,~nd passing -.15y"the heel. of the foUhd*ation.and the,back face of the retainirig Wc?K, 27. SurchaGe.Loa-ds: Any surcharge loads pla-ced,-on the active wedge:behi.nd 6 -lying the~:Vetticzil caritileVer Wall should be included in'. the design by ~multip load bV.'a factor of ~0. 3 1. This factor cbhvOrt~.the. vertical load to a hdrO,ntal load.. 29. Wall Drainage: Proper. subdrains and freemm;draining backw6il material or board dra - ins (such as- ]-drain or,Airadta in) should be ~installed :behind - -all retainirig Walls (in addition to proper Waterpe.00fing)'on the subject project (see. Figure.. No., VI for Retaining Wall Backdrain, and Materproofing Schematic). iqqopbchnka1 gxploratid#~ Znc.'will assu-me n.o lia-bility for- damage to strulctu res ori m,p rove ments that is attributabl&to,popr drainage. 'Architectural 'plans should clearly :indicate that subdrains for any'16wertlevd walls be, placed at an elevation at least Ifo6t below the too of the 'outer fate. of the',f6oting'-pot,oD top-of,the footing. Atleast 0.5-percent'graidient -should, be. provided to the subdrain. Rincon Residential Project Job No. 15-1069i Carlsbad', California ~Page 34 The subdrain'should be placed in art envelope of crushed rock gravel up, to 1 ra fabric or inch in rhajoim'um diameter, and. be wrapped With Mil fi- 140N filter equivalent.. The subdrain should consist df, Arherdr6in, QuickDrain (rectangular section .1boards), or equivalent products. A sump plump may be required if project elevations- and discharge points do not allow for-outlet via gravity flow. The collected'water should be taken to P n approved drainage facility.- Opi0h, head. joint sUbdr-alh discharge is not considered acceptable for. retaining, walls. All subdrain systems. should be provided- with access risers for periodic cleanout. 29r.; Drainage Control: It must be, understood t,hpt.,A it n9t within. the fa sc6pie bf,ouf-s6rVici6s to provide., c:luality, -control oversight for islur' ce- or subsurface draina,ge construction Or ri~taibing Wall sealing and bate Of WaIll drain -construction-. It is the responsibility-of the contfaiftot to verify proper. Wa 1 11 seali.ng, installation, protection bo.ard 1(if needed,),,dra,in ,clepth below interior floor ~or,yard surface., pipe ~percent slope to the outlet, etc. Gi Site biain@~ge ConsidemW 30. Erosion -C6ntrol: Appropriate erosion control measuresth6uld be taken at all times _during'-an.d'%after'. construction to p revent- surface.,ruhoff waters from entering footing excavations, pondin6 finished' building pad. area's or causing erosion on soil surfaces. 311. Surfice. Drainage: Adequate measures shoulcl~ be taken to ~properly fiifii.sh- grade the lot after the residential structures and other -improvements are 'in place., Drainage, waters from this. site' and adjacent properties should be - directed away from the'fobtings, floor slab.t,- and ~sldpes, 6htb the natural r, kincon 'R,1esidenti6,['Projq_ct Job No. 1-5-10691 C6rlsbad,.C61if6rni~a Page. 35 too"rly ldesigh& ~andl -ap rb-v6d &ainage direction for. this area 'or into, e d ra Aed, by the pi -e _t civil he §'rading -.0 ans I f6cl itips prpvi rqJ_ _c f~qgiheerjn t ed, on id W1 h,th,e Roof ~g Utters and.-d6wnspouts shpuld be ihs6li__ the--resi 'ences, runoff directed ~away frormthe foundations via,..closed drainage -lines, Proper 1 -help minirhize,the,potential..fo 'Waters to subsurface and surface. drainage Will, r 'be -ring r slab seek the.levelof the a toils under the f6btihgs,a6cl flop S. Failure, to, observe.,,thi$ recommendakion ~could.. result.,in —undermining and p ss differential ~settlement ~of the structures,:pr other improvements or o ible~ cause '16ther moistUre-'related: problems'. Currently, the California" :Building. c6de rej4ui-r6s, a Mihirh'urh I-pOrti~ht-~uffati~.gradil~ht..fbr-'-ptoper ~dralnage of building pads unles~§,w aived: by'the-'building official- IC6ht ret . e rpa - Vern - ent, may have a. mihimurh gradient of 0.5-pertent. 32. Plant& Drainac7e Planter areas,, flower beds, and planter boxes should, :be sl6p(! . d t6 d4*h cjWby'from the footings -and floor slabs at a,'-gradieh_t`.of at plan least. 5 percent -Within 5' feet fro m- the oedrh'eter walls. -4ny' ter areas adjacen`t~ to, tfie", resid6hcet or surrounded by'doncrete improvernerits should be, provided mith sufficient area dr~pihs -to;hel'p-with rapid,.runoff.disp6sal. NO water should .be. allowed. to pond adjacent to the, residence _o. r. other improvements or any -where on the site. H. GL-neriil Recommendations Proiect Start. Up Notihcatioii: Inorderto-,reduceany work dela, s.ddring site developtnenti this fittn ~should be contacted', -at., lea st,,:48,-.ho.0 rs priot to any need for observation of footing ex6av-atioh~.~ Or fii6ld~ density testing, of compacted fill soils. If 'Possil316,, placement Of 'forrhW&k- and, steel Rincon. Residential Project 106 No. i5-1669i Carlsbad, California Page 36 reinforcement in, footing excavations should.not occur prior to. observing the excavations; in- the. event that 'our observations 'reveal A,he. need for deepening 'or redesigninq -foundation structures at any locations,.' any formwork or steel reinforcement,,in the -:,affected footing . -excavation areas. would have,to,be, rerfioved prior to.correttion- of.*-the observed:,- toblem'ji e--r p deeperlitig -the footing e)6:avation, reciompatting soil in the bottom of t'h-- -6x~avatio-n,-~ibtc..). 34... Construction'Best Management Practices LBMPS)-. Construction BMPs-must be iMplernented in'-ac~ordance with the req`uiremehts of the, Coriirollirig -A o reverit jurisdiction. ., t the: very least, suf Ictent BMPs Must be installed, t" silt, 'mud or other construction debri's 1frohn being. tratk6do.;into ~06,,aqjaceht §treet(s) or storm water conveyance system'sdue to construction vehicles or, . any other construction activity-. The 'contractor; is responsible. for Cleaning any such -debris that-may,te in the streets, at.the, end of.each work day.or after astdr-rh event that causes breach in th~!."in'$t~ill6d-tb,ntttuc'ti-o'-n'BMPs. All stock iles of:uncompacted soil and/or.buildi m't' al'sthat are iniended n a ON to be~ left -.unprotected for'La period'.greateir'than. 7;:djays".are, to' I be provided With erosion and sediment controls. Suqh,~ soil must, ~be protected,", each day when the. probability of rain is 40% orgreiater. A concrete washout, should - be, pr6vid6d'6h all projects- that propose the construction of any,~cpncmt6 Improvements that are to,be poured, in. pj~ce. All erosion/sediment control devices should, be maintained in working order at all times. All slopes'th,at. are treated or disturbed by -construction -activity -must,:be protected':against erosion afid,,se'diment tr nsport a all times,. The storage ~of 611 construct ion materials and equipment, M u st be protected against any ~potehtial release of pollutants,-.into, the environment. Rihcon Residential Pro ject Job No. 151-10691 Carlsbad, California Page 37 XZ. GRAbRid NOTES hica-1 Ekift1praff6h, Znc. recomme 'b rids thdf, We e retaihed',to, verify the actual soil conditions revealled during site grading, work. and footing ~excavatiob td'6e as anticipated. ..in this- "Rop_qrt of 'Preliminary,, Geote-ehni'cat Inves~igatjpn" for the project. In addition, the compaction ofany fill soils during'sitolgrading Work must be.'o'bs6 It is the neso6nsibility of the rvtd- and tested by the toil engineer grading. contractor jto'comply~ with the reoUiremdrits on 'the,graAihg plans and -the -6rdinafte-., All 'retaining wall and' trehc'h,'b c be: properly local, %rading ackfi'll, should' 660t6chnieal'Exp -)rng:. will assume -no liabilit - for -damage compacted- _1oratjo;i,. y occurring due to improperly. or uncom l,aced ithout'. our pacted..'b,a.qkfll.l: P w obs'erVationis,z.nd besting, XZZ. LDIZTATZONS Our,conclusions and ~haVe been 'b6secl'on~ availableAzita obtained from our field ifivesti- ation and I boratdryo analysis, ais W s u fletice with .611 a o.'r~e)(pe S , 6 s materials k ca~ted' in- his,-Or-ea of Df il' and formation 0 'necessity, We-must, assume 0 certain degree of continuity between e'plo x rato, ry, excavations. and/or. -naturall exposures. It it? - therefore, necessary ..that all observations, ~conclus.ions,. and rec.om.mendaltion§.,.-,be:,verified at the tilme'.grading 'b r when footin excavations. are place~d,. In the.' event ope,rcati.ohs egin o ~g discr'epancies.are noted, additional recorrimericlation.s mi~y,be issued, if rbquired:~ The ~work perfor.Med .ancl. recom,rhendations.~.lprel§ented' herein. are, the r'esult of. an investigcltio,nr_ and,,.,analysis Ahat meet the- 'contemporary 'standard of care, in.~.our profession within' the County of San ~Diego,. No warranty is'_,provided- This report q should be considered valid for'a period6f tWo.'(2) ye4rs,and it tubject.to review by-. rp Rihcoh! Residential Project Job No., 15-1,06.91 Carlsbad, California Page 38. ourtirm following that time~ If si'hificani-,m*odifi~a'tion~'ar'e, rn I ade'tb'thetuildih 9 plans-, especially With respect to the:height~.and~ ldca-tidn''ofainy proposed, structures, this report must Jbe- presented- to us forimmediate review. andpossible revision. 'It is, the responsibility of' the. owner and/or devejppqr to ensure that. the recommendations. summarized in this report are caMed olut in -the fle,ld:operation-s and that oUr for design 'of this.-project -art 'in, c0pot6ted Jn the structural plans. We.§h6uld,lbe Teta in e-d`t6 -tevieW, the project, pla ns once -the -a re. available, --to 'see that. bur r'e-C'omrnehd8tions ~are a I dequatdly incorporated in the plans. As stated%pfevio-LigNift it not Within, the,; scop~e of: our ~tervio~~sAb p Vidler quality toh&61 oversight for sUrfateL or subsurface drainage constftidi6h, 6e,,eetaining wall' seal ing and b.ase:of.w6-ll' drain* constrUttion*. It Is the responsibility of the contractor and./or their retained, construction inspection, service provider to.-,-Verify_, proper walf, sealing, g'eqfabric installation, protection :board, installation (if neecled),,: drain depth ,below interior -floor or yard surface, pipe percent slope -to.the outlet, etc.. This'firril does hot practice ortonsult in'the -field, of 'safe-t y, engineering. Wevdo -not'. direct the, contriktor's. operations and we cannot be. 'responsible. for-the safety of personnel --other than our own; the safety of.ot.hers is: the. responsibility -~of the contractor. Thd "contractor' should ryotifyi the owner if he', cons'ider6d -,,a'ny' of th: e' -recommended actions preseint6d herein to. be Unsafe. ,The flrm' of 040ifechnical, Exploration "Znc shall not 'be held~`reisponsible'1or ,,changes t -property, .5t4ch as.~ addition of il spils or, ql~e physical condition of the fil chang ing &ainage patterns, Which,occur subsequent.toissulanke of, this report and the changes- are -made Withbut oUr.obse'rvations, testing-, and.appr6val. REFERENCES JOB NO. .14-10691 March 2015 Association of Engineering;Geologists, 1973, Geology, and Earthquake Hazards, Planners Guide to the. 1 -Safety Element, Southern California SOdion,,'Associ6tion of Engineering Geologlsts~ Special Seismic .Publication,'O. 44. Berger & Schug, .1991,. Probabilistic Evaluation of Seismic Hazard' in the ~afi'-'Diego-Tij I uan a Metropolitan Region,,Environmental'Perils, San Dlegq Region, San Diego Association of Geologists. Blake, T., 2002, 5EQFault and EQSearch Computer Programs for beterministic. Prediction' and 6 rita -ler*atioh from Digitized, California: Faults 'and ~Historical 'Earthquake Estimation -of Peak Hbriz I Acce Catalogs. California Geological Survey . 2009 Tsunami Inundation Map -,for Emergency Planning, - La Jolla Quadrangle, San Diego County. - tooksleyj K.-, 2009-10, Report of Water Vapor* P&ffieation Testing of Cortstruction Vapor Barrier Materials, CIdrhsdn University, belpartment of Packaging Science. Crowell, J.C.,' 1962, Displacement Along the San ;Andreas Fault, Califomia; Geologic Society of, America Special Paper 71, 61. p. _Demerej T.A., 2003,, Geology_of San- Diego County, Calftrhiii,. BRCC San. Diego N aitu r a 1, History Museum. Greene, H.G.,. 1979, Implication of Fault Patterns In the 7Ihner Calif6nnia CoIntinental.'Wderland between San Pedro'and San Diego~ ~a "Earthquakes ~and Other P6t!ls,.San Diego~ Regionj"-.P.L. Abbott and.W.I. Elliott, editors.- MajKir, Greendelder, R.W., 1974, m urn Credible Rbtk Accel&cation from Earthquakes In Ca,Iif&n-ia,-'C6IIf. -Div. of Mines and Geology,:Map Siheet 23. Hart, E.W., D.P. Smith, and R.B. Saul, 109,,Summary Report: Fault 1 Evaluation Program, 1978 Area, (Peninsular Ranges-Salton Trough Region), Calif. Div. of Mines and Geology, OFIR 79-10, SF, 10. n Hart, E.W.'and. W.A. BNaht, 1997, 176ult-RuptO~e'Hazard Zones i Califomii~f, California Geoldgica Survey, Special PublIcation 4.2, Supplements I arid 1 added 1999. Hauksson, E. and-L. Ibnes,,1988, This July 1988 Oceanside (ML=5.3) Earthquake Sequence iri'the Continental Borderland, Sodihern. Califonrila Bulletin of the, Seismological Society,, of America, ~v. 18, 1885-1906. Hileman, J.A., C~R. Allen and I.M. Nqedquist, 1973, Seismicity of the,~Southern California Region, January 1, 1932 to December 31, 1972; Seismological Laboratory,': Cal -Tech, Pasadena, 'Calif. Kennedy, M.P., 1975, Geology of.the San Diego Metropolitan Area, C61ifornia; Bulletin 20.0, Calif. Div. of Mines and Geology.-, Kennedy, M.P~.,, SH. Clarke, H.G. Green, R.C. Jacheni, V.E. Langianheim, 3.1 Moore and D. M. Bu~ns, 1994, A digital (GIS) Geological/Geophysical/SeismologicaI Data Base for Ithe San Diego 30x6O Quadrangle, California—A, New-Generation, Geological Society of America Abstracts with ~Programs, v.,,.~ 26, P. 63. REFERENCES/Page 2 Kennedy, M.P. and S.H. Clarke, 1997A, Analysis ofLate Quate'rnary Faulting in San Diego Bay and Hazard to the Coronado Bridge~, Calif. Div. of Mines and Geology Open-file Report 97-10A, Kennedy, M.P. a . nd S. H. . Clarke, 1097B,.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 Opeh-file Report 97-10B. Kennedy, M.P and S.H. Clarke, 2001, Late Quaternary Faulting in San Diego Bay 'and Hazard to the Coronado Bridge, California Geology. Kennedy, M.P.; S. S. Ta n, R.H. Chapman,'~and-G.W. Chase,, 1975; Character and Recency of Faulting San Diego Metropolitan Area, Cblifomia,.Special Report 128, Calif. Div. of Mines and Geology. Kennedy, M,.Pl. and S.S. Tan, 2005 and'2008, Geologic Map of Sari Diego 310'x6-O' Quadrangle, California, California Geological Survey, Dept. of Conservation. Kennedy, M.P I ..a~ncl E.~. -Welday,'1980, Character and Recency,of Faulting Offshore, Metropolita.n.San Diego California, Calif.. Div. of Mines and Geology Map Sheet 40,. 1:50,000. Kern, J.P.. and T.K. Rockwell, 1992, Chronology,and Def6rmati.on of Quaternary Marine Shorelines, San Diego County, California in Heath E.. . and: L. Lewls~_ (ed . itors),. The R egreSsNe Pleistocene Shoireline, Coastal Southern C~146rnia, pp. Kern, P., 1983, Earthquakes and Fauft in San Diego, Pickle Press, San Diego, California. McEuen, R.B. and, C,.J. Pinckney, 1972, Seismic Risk In San Diego; Transactions of the, San Diego Society of Natural History, v. 17, No. 41. Richter, C.G., 1958, Elementary Seismology, W.H. Freernan and Company San Franciscbj Calif Rockwell, T.K., D.Ei Millman, :R.S., McElwain, and D.L. L' amar, 1905, Study of Seismic Activity by Trenching Along the'Glen Ivy North.Fault, Elsinore Fault Zone, Southern California' Lamar-Merifield Technical Report 85-1, U.S.G.S. Contract 14-08-0001-21376, 19,p. Simons R.S., 1977, Seismicity of San Diego,: 1934-1974, Seismological Society of America Bulletin, v. 67, P. 809-826. Southern California San Onofre Nuclear Generating Station"Seismic Source -Characterization Research Project,. 2012, Pa,leoseismic Assess m-ent of the Late Holocene Rupture' History of the Rose Canyon Fault in San-Diego'. Tan, S.S., 1995, Landslide :Hazards in Southern Part of San Diego. Metropolitan Area, -San Diego "County,,' Calif. Div. of Mines and Geology Open-file Report 95-03. Toppozada, T.R. and D.L. Parke, 1982, Areas Damaged I by California Earthquakes, 1900-1949;,~Calif. Div. of Mines and Geology, Ope'n-file Report 82-17, Sacramento, Calif. Treiman, 1A., 1993, The Rose Canyon Fault Zone,. Southern California, Calif. Div. of Minds and Geology Oien-file Report 93-'021, 45 pp,, 3 pl4es. URS Project No. 27653042-00500 (20A), San Diego County Multi-Jurisdiction Hazard -Mitigation Plan San Diego County, California,. - - U.S.G.S. Earthquake Hazards Program', 2010, http:/ earthouake.usgs.qov/,, VIGINITY..'MAP.' C ka HS REA 2 U1 %P 'g V NQ 0 Pin 5,077 ~Tn; M v W , Q0, I , vv, w4v F1 vatley 0 ihs V ;M N N'~,WONWAAV ES 461 X j e in e frs "on 10 V A, rp p SI p! I N'T 2. - t-.% UNIM Carlsbad 4~- 'IPA 3 LO Beach state - 4 SAND C $21 ( H66 A-'Y&A f Ko—ri~a~g m6f(5y, 56 S~rn"Dieg"o d&6'nitj—p~rl 1-0617' Rincon Residential Lot 3806 Gaffield Street Carlsbad, CA. Figure No. / Job No. 15-10691 GH SH EET,1 OF i SHEET ML99.K r —AV E. N 11AP12a ----------- --- GOP 7 A- N- 0 a C' Lv 77777— 1 V7, , riL'~ -1 11 , . I .. 4 HP-3: =Z'—, + HIP- IE 10 % ----------- Mf ............. e, 0— — — — — — — — — --- — — — — --- — — — — — 71 SCALE: 1 20', r -,--PL0T'PLAW RI ncon Re sidentialLot PASCO LARET SyifiR 3806 Ga~field SUM TOPOGRAPHIC SURVEY MAP - 3806 GARFIELD ST. Carlsbad, Cok LEGEND Figure No. it REFERENCE.- Tirb PW PW — P~mmd 'JobNo.,15-10691 =sMg WE PLAN by Shnkeftn Da&gn lim Appiroximate Lqcaitlon :Geotechnicall &WP *Proposed Structure dwad 216W15 and " a ropMrsphIc Surmy Afap HP-5 of Exploratory Handpif Exploration, Inc. by P~ L .. I %IMI &W 21=2015 and 1`7 W AftrcA 2015 —We held —aftwce Pft-md byGE1. Qop 6 -7 Old Porck. Dep&sits 4 !W - 11 .. - EQUIPMENT DIMENS16N & TYPE OF EXCAVATION DATE LOGGED Hand Tools .21 X 2' X 4.5' Hand pit SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY .:t 65.5' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION AND 1 1 CLASSIFICATION Uj 0: =3 + 0 oo M DESCRIPTION AND REMARKS C5 9 z W 3 K5 _j Uj g Color) (Grain size, Dart*, Moisture, C3 02 C3 0* SILTY SANfflfine- to medium-grained. Loose to, SM medium dense. Damp. Red-brown. WEATHERED OLD, PARALIC DEPOSITS (Qop 6-7~ @ 2'- probes easily to 9'- 12". 5.0 96.6- 71, 5.1 18% passing #200 sieve. 8.3 125.3 transitions to..., 3-7 ~lCfY-gA7NF),-fFne---to-m-e-diu-m--g-r-ain-e-d~- Me-d-iu-m- __:S-M - 2.3 102.5 84 2 — dense. Damp. Light red-brown. OLD PARALIC DEPOSITS (Qop6..,) 3 1.9: 102.7 84' 4- 17% passing #200-sieve. 1.9 .104.2 -86 8.5, 121.7 5- Boftom'@ 4.5' J PERCHED WATER.TABLE JOBNAME Rincon Residential Project SITE LOCATION 3806 Garfield Street, Carlsbad, CA BULK BAG SAMPLE IN-PLACE SAMPLE JO B NUMBER REVIEWED BY LOG No. MODIFIED CALIFORNIA SAMPLE cisawmkm Expwagm Inc. z 0 NUCLEAR FIELD DENSITY TEST 15-10691 HP-1 FIGURE NUMBER STANDARD PENETRATION TEST Ilia QUIPMENT DIMENSION & TYPE'OF EXCAVATION DAtELOGGED Hand Tools .2'X 2'X 6'Ha6dpit SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED.BY 165' Mean Sea Level I Not Encountered CKG FIELD DESCRIPTION AND CLASSIFICATION Uj e I `~' Ci = R ~:. ro clr 6 = M ~: P 5'' R + DESCRIPTION AND REMARKS 6i (Gram size, Density, Moisture, Color) 2 0 0 Mi.; U0, 0 LU SILTY SAND, fine- to medium-grained, with SM V, extensive roots. Loose to medium. dense. Damp. Red-brown. W64THEIRED OLD PARALIC DEPOSITS (Qqp- 6-7) 2- 3 becomes medium dense. 5.2 104.4 83 4- 5— - - — — — — — — — — — — — — — — — — — — — SM SILTY SAND, fine- to medium-grained. Medium I'll dense. Damp. Light red-brown. 6 OLD PARALIC DEPOSITS (0op,j) Bottom @ 6' 7 PERCHED wATER TABLE JOBNAME Rincon Residential Project BULK BAG SAMPLE SITE LOCATION 3606.,Garf ield ttreet,'Cirlsbad, CA IN-PLACE SAMPLE MODIFIED'CALIFORNIA SAMPLE~ JOB NUMBER REVIEWED By LDIRMAC LOG No. Fsj . NUCLEAR FIELD DENSITY TEST 15-10691 7 G -m-h -d InC. HP-2, EXplaratla", 9 STANDARD PENETRATION, rEST [~~MBER Illb "EOUIPMENT DIMENSION &TYPE OF EXCAVATION DATE LOGGED Hand Tools - 2'X 2'X 4.5' HandpIt 2-11 -15 SURFACE ELEVATION GROUNDWATERISEEPAGE DEPTH LOGGED BY 63' Mean Sea Level Not Encountered CKG C U C FIELD DESCRIPTION 'AND CLASSIFICATION W 9i 1& 9 *§ + C; DESCRIPTION ANDREMARKS (Grain size, Density, Moisture, Color) 0 LU FL 0 Uj FU 0 0 0 -j z SILTY SAND, fine- to medium-grained, with SM roots. Loose to medium dense. Damp. Red-brown. FILL/ WALL BACKIFILL (Oaf) @ north-souti4 'perforated corrugated subdrain with some gravel. 3-~ SILTY SAND, fine- to medium-gr7ained. Medium SM dense. Damp. Red-brown. OLD -PARALIC DEPOSITS (qop- .7). 6 41 - - - - - - - - - - - - - - - - - - - SILTY SAND, fine-to medium-grai6e-d-.-M-e0i-Um W dense:. Damp. Light red-tan-brown. OLD PARALIC DEPOSITS (Qop~:J Bottom'@ 4.5' Y PERCHEDWATER TABLE JOB NAME Iftincon Residential Project BULK PAG- SAM OLE SITE LOCATION 3866 Garfield Street, darlibad, CA IN-PLACE SAMPLE mobffltb CALIFORNIA SAMPLE JOB NUMBER REVIEWED By ~4 LDR/JAC -1 No. NUCLEAR FIELD DEN*SITY TEST 15-40691 aeow'fmka' HP -3 FIGURE NUMBER Exploration, Inc. STANDARD PENETRATION TEST 1111c q FIELD DESCRIPTION, AND CL4SSIFICATION all C3 I + 0 iE 9 — 0 z Uj F 0 z 6 zz 8 DESCRIPTION AND REMARKS, . I . CO q q- C3 Dens4, Moisture, Color) (Grain size, —0 Rj was c) a- to medium-grained,, with- SM some tree roo 'Loose to medium dense. Damp. Red-Orown . WEATHERED OLD PARALIC DEPOSITS (Q0p 6-T) 2— @ 2' prdbes '66"- 12t. 5.6 100.0 3— becomes medium dense. 4— MEY V-§A7N F)—,Fn TCrii_CdGm_--gr_aIn_e_d RiK u-7 a- M, dense to dense* Darnp. Light red-tan-brown. OLD PARALIC DEPOSITS (Qop,.,) 5-7 :Bottorn @ 4.5' I f DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools- 21 X 2'X 4,5'Handpit 2-11-15 SURFACE ELEVATION. GROUNDWATER/ SEEPAGE DEPTH LOGGED BY: 61 mean Sea Level Not Encountered CKG. EQUIPMENT 7 PERCHED WATER TABLE JOB NAME Rincon Residential Project 8 z BULK BAG SAMPLE SITE LOCATION 3806 Garfield Streeti Carlsbad, CA FTJ IN-PLACE SAMPLE MODIFIED CALIFORNIA SAMP LE JOB NUMBER REVIEWED By LDR/JAC LOG No. ns NUCLEARfIELP DENSITY TEST 15-10691 GH" Geoied nicai HP-4 FIGURE NUMBER STANDARD PENETRATION TESTt .111d Ww .00 EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Hand Tools 2'X 2'X 4'Handpit 2-11-15, SURFACE ELEVATION GROUNDWATER/ SEEPAGE DEPTH LOGGED BY 60' Mean Sea Level Not Encountered CKG FIELD DESCRIPTION AND 0 00 'x CLASSIFICATION ca 0 DESCRIPTION AND REMARKS CL W (Grain size, Density, Moisture, Color) 0 3 LU z .00 1 0 —2 C3 02 0 SILTY SAND, fine- to medium-grained, with SM roots to 6" in diameter (large rubber tree). Loose. Damp. Red-brown. FILL (Qaf) 2 SILTY SAND, fine- to medium-grained. Medium ISM dense. Damp. Red-brown. OLD PARALIC DEPOSITS (Oop6.,) 3- - - - - - - - - - - - - - - - - -91-LT-Y-SAND, fine4o medium-grained. Medium- ~SM. dense. Damp. Light red-tan-brown. OLD PARALIC DEPOSITS (Qopj,.,) 4- Bottom @ 4' 5- Y PERCHED WATER TABLE JOB NAME Rincon Residential Project SITE LOCATION BULK BAG SAMPLE FTJ IN-PLACE SAMPLE 3806 Garfield Street; Carlsbad, CA JOB NUMBER REVIEWED BY LDR/JAC, LOG No.* MODIFIED CALIFORNIA SAMPLE fs~ NUCLEAR FIELD DENSITY TEST 15-10691 GOONC11MCa ENWIlorationib, HP=5 FIGURE NUMBER STANDARD PENETRATION TEST MEN NEE NEE ONE MEE WIRE Mooki MOLIN as m Ll W mag MWIM MORN MORE MEMLI MEMO MEMO NEE NEE NEE romr EMEMMEMBEI EMEMMEMAINI MEMEMEMEW EMEMEMEME EMMEMEMEM MEMMEMERM EMMEMMERIM MEMEMMEME MEMEMEMEM MEMMEMEME MEMEMMEME MENOMONEE MEMMEEMEM MEMEMMOPM MEEMMorwo mommoramm MENOWAMEN mMMMwMMMM MEMEMMERIM MEMEMMEMM MEMMEMEME MEMEMEMME MENOMONEE MMMEMMEME MEMMEMEME MOMMEMMEN MEMMEMMEM MEMOMMEME MEMEMEMEM MENOMONEE MMMMEMEME ONMEMEMME MEMEMMEMN EMMEMEMEM EMMMEMEME INMK3 6", Min. Asphalt Parldng Lot Adjacent, Property) -6000 Miradrbin', I k Waterproofing Ret6ining Wall "i in. , Perforated PVC (~611? 35) ~'plpe with 0.25% min. slope, With bottom of pipe located I Tbelow YardAreaSoils-, yard elevation, with 1.5 -u'ft.) of gravel I" diameter max. wrapped with filter cloth such as Mirodrain 6000. :For yard area conditions in v. t fTont of retaining wall, the ~-subdrain may be placed on 'top of foundation. Ameddrain', on. altemative. 4f .R Qu, 4 i6kd .,rain or equivalent products may be us6d as Mirddraih Cloth, NOT TO SCALE'----47~ Fidurb W. il Job ft. '157101391,~ NOTE: As on option to Miradrdih 6000,; gravel, or IC . rushed rock .3/4~ maximum ,diameter.may be used, GeotechnIcAl with , a miniWurn 12- thickness along the. Interior, fac6' Exploradco Inc of the wall 'and 2.0 cu.k/ft .-of',pipe gravel. enve ope. March 2015 5 -10691 W APPENDIX A, UNIFIED SOIILCLASSIFICATION C HART ..SOIL, DESCRIPTION",. Coarse;,gre1ineflMore than half of material i.15,11aeger ttiana~Nb. 200~tldve) GW,' Wq -is avel and'ga~fid mixtures, little GRAVELS, ~CLEAN GRAVELS 11-grpded: - " :i~ grpv,e, , gri.1- (More. thaOalfof co'arsefracbo'm or no fines. is-largef than,.No-_,4 sidv6',s'ize;'but little srrialler than. 3") PP Poorly graded gravels, gravel and sand rnixturbs, or no filnes. GRAVELS WITH FINES 'GC Cl~y gravels, Poorly gridipd_gtavel-sand~silt rilixtures (Appreciable arnount), SANDS~ QLEAN~,SANDS, Sw Well-graded sand, gravelly S'ands,. little'or:no,fin6s (More than'hO 0"fcoarseiffactip'n is_sfnallertha.na~ No. 4,sieve SP Poor y graded sands, ~guivelly sands, little, or'ho fines.. SAN.08-WITH FINES SM Silty sandsi p6oely graded sand and,tilty rfib&~e§.. (AppreciLable,amount) 9C C-lay6y, sand§;'.'ppofiy dr6de d 'Sand 'and- d6y. miXtures. ':Man n -grained (More, hilt of matirl 1 is gmiallbi'thifi 4 N6.200 sidVdf _19 e ia, SILTS ANP CLAYS- Ligbid bmit Less, than 50; ML lnorg6n'ic7 silts'and:verY fine sands rock flout, sandy tilt: and qlayey-silt-sand rnixtu'res With a, slight plastidity-'- CL Inorganic clay's of low to' mediurh - plgsticdty,~ g4velly clays, -silty claysi,cleah, 61,ay& c OL 0r§ani,c'siits~6n&organic silty lay~ 6fl6w plasticity. Uquid-Limit Gre6ter than 50 MH- Inorganic silts Micaceous or cebus"fine' sandy, or silty soils, elastic silts. CH Inorganic clays of -high pl6sticity, fat clays. Clays~& i OR Organic m6diuirn to, h g h plcisticit~. HIGHLY ORGANIC SOILS PT Peat and 6tti6r.highly orgahicso'lls (rev. 6/05) i kincoh-diH 6qf 0eak Tts*.Out --------------- gQFAULT SUMMARY , DETERMINISTIC SITE PARAMETERS ------------------------ Page ------------------------------ ABBREVIATED FAULT NAME ROSE CANY61N -------------- APPROXNAfE '-7 ~DISTANCE mi - .-(km) ------------------ ESTIMATED ------- I'mAximum EARTHqUAKE MAG.LMW) MAX. EARTHQUAKE ------------- PEAW. SITE ACCEL.-O EVENT I ------- JEST. SITE INTENSITY JMOID.MERC,~ 1 x 4.7( 7--.-6).l 6.9 0.40Z NEWFiORT-INGLEWOOD,'(Offsh-ore) 5-.2,( .8.4)l 6.9 0.384, X CORONADO,BANKL 7.4. 0.162- VIII ELSINOkE-TEMECULA 6~ 33 2fl 24: 7 39:7 6.8 'VII ELSINORE-JULIAN, ll,:I( .40.,0 7.1 .0.105' VIT ELSINORE-'GLEN'IVY 34 1,( 54.9 6.8 0.057, VI PALOS VERDES 35,A(. 57.3~,j 7.1' 0.068 -vi EARTHQUAKE VALLEY- 441.2(, .71.2) 6.5 1 0.'032 -~ V, NEWPORT-INGLEWOOD (L..A.,Basin) -6.9 0.042,' vi SAN JACINTO~ANZA .47.2('L~76.0 7,2 0.051 Vf - SAN JACINTO-SAN JACINTO'VALLEY 4~6.1( '74.21 6.9 '0.040. 'v- CHINO~CENTRAL AVE. (Elsinore) 47.7~' 76.8 48 17.3 0.040:'. V wHiTTItR 51.6 83. 0 6: 0.033 SAN JACINTO-COYOTE CREEK 52A 85.1 55. '8~_- 89 ~'8~ 6 8 0.032 V COMPTON THRUST , 6.8 0.041 V ELSINORE-ClOYOTE MOUNTAIN 58.3(.- 93 A) 6'. 8 -0.028. V ELYSIAN PARK THRUST 58.8( 94.6 6.7 0.035, v SAN JACINTO-SAN BERNARD . INO, 65.4 105.31 6.7 0 025 v SAN ANDREAS -'San Bernardino' 60.2~ 96.9 105.3)1 7A 0,036 V SAN ANDREAS -,southern 7.4 0.0.39 V. SAN JACINTO -,BORREGO ,66.7( 107A)l 6.~ 0.020 IV SAN JOSE -68.9(--110 9 6 . :,l 0.021, IV PINTO MOUNTAIN 72.4( 116:3~ 7 0 ~0. 025 v, SIERRA MADRE .' 72.5( 116.7 7.'O,l 0.030 V CUCAMONGA 72'8( 117. 2) 1 7.'0: 0'030 V SAN ANDREAS - coacheila-' 73:6( 118A)l 7.1 1, .'0*027' V. NORTH FRONTAL'FAULT. ZONE'(West) 76.2( 122.6)1 7.0 1;~ 0.028 1 V_ CLEGHORN .77.9( 125.4 6*5 :0.015 IV BURNT MTN. 6.4 0. 014 IV RAYMOND 78.5( 126.3~1 129.6) 6 -5 '0.01 IV, NORTH FRONTAL FAULT ZONE (East) 80.7( 129.'9) 6:7 0.,020 IV SAN ANDREAS M 'ave 81.0( 130.3) 7 1 0.024 IV - oi - .SAN ANDREAS 18 7 Rupture' -81.10(--130.3) 7 8 0.041 V EUREKA PEAK 81.3( 13 ' 0-8)[- 6A 0.013 111 CLAMSHELL-SAWPIT 82;3( 132.5)1 6.5 0_017 I ~iV SUPERSTITION t,4Tk.' (San jacinto)~ 1 83 i 0, 133.6)1 6.6 IV-, VERDUGO, , , I , 83.1~ 133.8)1 6.7 10.015 1 0.020 IV HOLLYWOOD- 1 39 6:1 0.015 IV, ELMORE RANCH 84..9(-136 7fl 86AC 1 :4 6 6 .0. `014 IV SUPERSTITION, HILLS (San Jaci nto), 1 ~87.7( 141A)l 6'; 6 -0.01 IV Page .2 F(i n-ebn `6iof eqf poAk TEST.. OUT DETERMiNISTIC-SITE PARAMET I ER5, -------------------------- -paige' .2 ---------------- ------------------- ------------------- ------ ------ JESTIMATED MAX., b~RTHqUAjKE 'EVENT' APPROXIMATE 'I — -------------------------- A BBREVIAfED DISTANCE, MAXIMUM PEAK JEST.11SITE FAULT -NAME EARTHQUAKE SITE JINTENSITY: Z mAG. (0~) ACCEL:. MOD.MERC., ~LANDERS 1 1 42.0), 7.3 0.025,. 7 V,~ HELENDALE S. LOCKHARDT 88-.7( -142.,8)1 7.1 .021 1 , - Iv_ -SANTA MONICA 189.5( 1 4 41. 1), 1 6.6 -016 Iv LAGuNA.SALADA.. 4 89,.,6((',,'l C-2) 7,.0 o:. 019: IV.. -.MALIBU*, COAST.'.' 4 -92.1( 1 t-2)1 6~7 Ir :0.017,, 1 IV LENWOOD.LOCKHAkt -OLD WOMAN SOMS 4 1 91 I . ~'92'8 ( 1 7. 3 BRAWLEY SEISMIC ZONE I'' 95-AC154.1) ..6.4 1 -6.01-1, h h)' JOHNSON VALLEY (Nortie~ 4- . 96.3( '155 ,o 6.1' : : 'o. o14 NORTHRIDGE _'(E., bak , Ri dg-e),' 96.01( 15 _5~ .6~9, 10.022 ,1 EMERSON, SO., -~ COPPER '96. _51( .1-55.3 0 01& .-IV SIERRA kADkt '(S~in Fernaridd)~ 9'6 1'( 156.b)''j, -~6.7 1 0. U& 'I" 4V SANGABRIEL- ~.-.97.2(,156A)j :7.0 '0.'017 ANACAPA_bUME. .1 08.7('158,.,8)j 7.1 -1: -:0. 626, ~,j v -END OF.,SEARCH- 53 FAULTS FOUND WITH-IN THE SPECIFIED~ , SEAkCH"RADIUS. THE ROSE-CAWYON FAULT Is tLosE§T t6 .-~.HE "S-1 ,ABOUT.- - kin), AWAY. 'IT- IS, -4.7 ~M LARGEST:MAXIMUM-EARTkOU 6 klt' AltttL tR.Anck: Mol 9 p Paoe 3 Rincon-Gaef e0f rhga,*TEST_-OUT - EQFAULT ------------ --------------- SUMMARY - - - - - - - - - - - - - DETERMINISTIC ,SrTE,PARAMETERS ----------------------------- - --- - - - - - - - - - - - - - Page, 1 --------------------------------------------------- ------- ----------------- ]ESTIMATED MAX. EARTHQUAKE'EVENT A,PPROXIMATE ------ --------- ------ ABBREVIATED DISTANCE MAXIMUM RHGA, EST. SITE 0AULt NAME. mi ''(k,M) EARTHQUAKE[ .SITE' INTENSITY .:MAG. (MW) ACCEL. g MOD.MERC~ ROSE CANYON 4.7( ~7. 6), 1 ~6. 9 0,. 261 , Ix NEWPORT-INGLEWOOD. ,(Offshore) 5,.2( 8i4)f 6.9 0;250~ CORONADO BANK 33.2) -vO. 162 viii ELSINORE-TEMECULA 20 6((, 24j 39,7)~ 40~ .0)1, 6.8. .0.085 1 ~VII ELSINORE-jUdkk- 24. 9 7. 1 ~0.105 .0.057, Vii, ELSINORE-GLEN IVY 34.1~ 35.6 , 6.8 Vr' PALOS VERDES 54.1~ 57. _I 7 1 0.068 EARTHQUAKE VALLEY 1 44.2( .71.2)1 6:5 Q.. 032.~ NEWPORT.--INGLEWOOD (L.A.84sin) 46A( 74. 2)~ 6.9 0.042 VI SAN JACINTO-ANZ& 47.-2( 1 76.0 76.8~1 7.2 .0.051 VI SAN JACINTO-SAN JACINTO VALLEY 47.7(*. 0.040 v- CHINO CENTF tAL AVE. '- (El si nore) 48.0 773) Z. 7 0 040 V WHITTIER 51. ~83.0) 4.8 '0-033 v SAN 3ACINTO-'COYOTE CREEK 52.9( _85.1) 6.8 c0.032- V,- COMPTON THRUST 55.8( S9.~ 8) 6.8 0.041 v ..ELSINORE-00YOTE.'MOUNTATN .58.3( .93. 8) :6.8 0.028 V~ ELYSIAN PARK'THRUST 158.8( 94.6) 6.7 '0.035, V SAN JACINTO'SAN BERNARDINO 60.2(- '96.9), 6 7 0.025 V~ SAN ANDREAS - San Bernardino .6S ~4( 105.3)1: - I * 73 0.036 V -SAN ANDREAS -.Southern SAN JACINTO -,,~IDRREGO t5. 4 105'. 3) 1, 0.039 V -,66.7( 1073 1 6A 1 0. 02~O Iv SAN JOSE '68. 9 ( 3.10.9fl ~6 5 0.021. IV PINTO MOUNTAIN 72.4( 116.5)1 7:10 :0.'025 V SIERRA.MADRE- 72.5( 116 7)1 7. -0 0.030, v CUCAMONGA 72.8( 117:2-) 7.0 0-.030 - v SAN ANDREAS - Coachella* ~__-73.6( 118 . 4 [,~ 7.1 .0.027 'v NORTH FRONTAL~FAULT,ZQNE (West) 70.2(.122.6)]. 7'. 0 0: 185 , N V CLEGHORN 77.9~~ 12.5.411 6.5 ~O IV BURNT MTN. 78.5 126.3 6.4 0. ( )14 ~IV, RAYMOND 80.'.5( 129.01 6.,,5 0.017 iv -NORTH FR614TAL FAULT: ZONE (East)~ .80.7('129.9)] 6.7 ~0.,020 SAN ANDREAS M oi 81:0( 130.3)1 , 7.1 'j - 0.'024 ': IV SAN ANDREAS', 18 7 Rupture 81.0(,.130.3)1 7.8 '0.041 V-* EUREKA 'PEAK 1 01 6.4 jr D.M3 III CLAMSHE,LL-SAWPIT 81, , 3~~ 6. 5' 0.-017 IV - 'SUPERSTITION, ~KTN. (San 3aci.nf6) 83.0 132,51 131.6 6:; 6, I , 0 .,015 IV** VERDUGO 83.1( 133.8 6.7 -0.020 iv HOLLYWOOD 84.9( 136.7)1 6.4 0.,015 iv, ELMORE RANCH 6.6 j -:0. 014_ SUPERSTITION,HILLS (San Jacinto)l 86.6~ 139 4JI 141:1,1 6.6 1 0-.014 IV P -2 age Ri hC6n Garf 64f Mga TEST.OUT DETERMINISTIC -- -------------------------------- ~:SITE: PARAMETERS,.,-. Page ---------------------------------------------------------------- 4, -IESTIMATED,MAX..EART-HQUAKEEVE,NT, APPROXIMATE, ABBREVIATE D,, DISTANCE:~ ium MAXIM RHGA EST.~, SITE~ FAULT- NAME, int (km) AEARTH qUAKE SITE-.'--- 'INTENSITY. M Aq (mw) ACCEL. 0 MOD. MErkc. 1 --,,88,.2( 142A)f;,, 73 0.0 HELENDALE -~S. LOCKHARDT* 887( -142'. 8), _7.1 ;0. 0211 Iv ~SANTA MONICA-, 89.5( 1144 1) .0.6~ 0. 016- IV, LAGUNA-sALADA 49!.~6 C, X44.2) 7.0 0.( .MALIBU ,COAST- -1(*148.2) 92. 6.7 1 'o.0 7 IV LtNWOCiD-L6Ci(WARt-6L[i..,~~-!~O'Rd~~' 92.,gC 14%. 3)] - -7.3 0, 023 IV -BRAWLEY -SEISMICZONE, 95:.8( 154.1) ~6i; 0.0 -JOHNSON 'VA EY`Noethern)~~' LL 9&.'0(. l5*.15),,,-.` 6. T t -.0.0 14- NORTHRIDGE ~(E'. 'Oak. id do'p-). .96. 3'(- 1-5 5. D) 6. 9,,--. - j '0. 022 IV COPPER -Krk~~_ -155.3)' 6.9~_ 6~ oo.,_00116 IV ..SIERRA San Fe0nandd)-* MADRE i( 96.9( 15 6%.0) 11 SAN.GABRIEL'' 9 7.:2 '( -vi 6.' 4),l ~ANACAPA-DUME 5C 7,( 15 8-8) .3' 0 ~026~:, V ~,--END.~OF SEARCH~ . ~53 FAULT5 FOUND WITHIN THE SPECIFIED SEARCH: -RADIU S. THE ROSE CANYON.' -~FAULTJS CLOSEST TO: THE- SITE.,- IT IS ABOUT- 4'.~7 ~:MILES .6 1m) AWAY.',, LARG , EST%MAXIMU , M RTH - QUAKE I S I I TE ACttLE-RATION~-:~ 0 Page'.3. APPENDIX C MODIFIED MERCALLI INTENSITY SCALE OF 1931 (Excerpted from the California Division of Conservadon Division of Mines and Geology DMG Note 32) The first scale to reflect earthquake intensities was developed by deRossi of Italy, and Forel of Switzerland, in'the 1880s, and is known as the Rossi-Forel Scale. This scale, with values from I to X, was used for about two decades. A need for a more refined scale increased with the advancement of the science of seismology, and in 1902, the Italian seismologist Mercalli devised a new scale on a I to XII range. The Mercalli Scale was modified in 101 by American seismologists Harry 0. Wood -and Frank Neumann to take into account modem structural features. The Modified Mercalli Intensity Scale measures the intensity of an -earthquake's effects in a given locality, and is perhaps much more meaningful to the layman because it is based on actual observations of earthquake effects at specific places. It should be noted that because the damage used for assigning intensities can be obtained only from direct firsthand reports, considerable time — weeks or months -- is sometimes needed before an intensity map. can be assembled for a particular earthquake. On the Modified Mercalli Intensity Scale, values range from I to XII. The most commonly used adaptation covers the range of intensity from the conditions of 'I — not felt except by very few, favorably situated," to Wit — 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 thelocus of the earthquake. I Not felt except by a very few under especially favorable circumstances. 11 Felt only by a few persons at rest, espedally on upper floors of buildings. Delicately suspended objects may swing. III Felt quite noticeably Indoors, especially on upper floors of buildings, but many people do not recognize it as an earthquake. Standing motor cars may rock slightly. Vibration like passing of truck. Duration estimated. IV During the day felt indoors by many, outdoors by few. At night some awakened. Dishes, windows, doors disturbed; walls make cracking sound. Sensation like heavy truck striking building, Standing motor. cars rocked noticeably. - V Felt by nearly everyone, many awakened. Some dishes, windows, etc., broken; a few instances of cracked 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. Vil 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. Vill 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 ejected 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. X1 Few, if any, masonry structures remain standing. Bridges destroyed. Broad fissures In ground. Underground pipelines complet Iyoutofservice. Earth slumps and land slips in soft ground. Rails bent greatly. x1i Damage total. Practically all works of construction are damaged greatly or destroyed. Waves seen on ground surface. Unes of L sight and level are distorted. Objects thrown upward into the air. D ll n'kii s S mmaryjR6port es g P U Uiser-~Soodfied, Input"-. .Repc~h ~itlei 3806 Garfield Street, Carlsbad,' CA Tue ~arch 10, 2015 17:26:27 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.14970N, 117.34471W "Stiff Soil" site Soil Classification Site Class D - Risk Category, I/n/iii eanside -4, S12Q, tF f V r 6 sa p", an,h'! I'V 4 t.-. ~ , . % E 41' Mt i PP. S2 41" Mam" J~, ~X f 02015 WARM Sam do USGS-Provided Output 'S, = 1.158 g S 1.201.g S" 0.800 g S, = 0.444 g Ski q.691 SD1' 9.4619- For information on how the SS and S1 values above have been calc'ulafed from probabilistic' (ri~k-targetecl) and ion and cleterminis~c ground motions in the cll~ectiori of maximum horiz6ntal response, please return to the applicat select the "2009 NEHRV builcling . code reference d;cument. MCEjL Response'Speictrum Design Resppnse Sppqrum 1.17 0.72-- 0.91, IM 0.78 0.65- OAG 0.92- 0.25— 0.27-- 0.26 0.13-- 0. 09 0.00 0 .00 0.00 0.20 0.40 :0.60. 0.80,'1.00 1.20 1.40 1.60 1.90 2.00 o.00 o.2o o. io 'o.'so'o.'Ro 1.'06 i.20 1.40 LGO 1.20 2.80 T Period, T (sec) Period. 0 For PGA,; T, lt,sr~_and CRI valuesl.olease view the jL-taile8 ren~r ZUSGS' Design Maps Detailed Report ASCE 7-10 Standard (33A497*N,117.3447PW) Site Class D - *Stiff S16il% Risk Category I/_II/III Section-11AA — Mapped- Acceleeation Parameters- Note; Ground motion Values -ptovided below are, for thecliredion of. maximum horizontal spectral response acceleration. They I have I been converted 'from coirrIespondilng geometric mean ground motions computed by the USGS by applying factors I of 1.1'(to obtain Ss)'arid 1.3 (to obtain S,').,Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments fo . r o6er Site Classes ate made, as needed, in Section 11.4.3. From Figure 22-1113, Ss 1. 158 g -444 g From Figure 22-2121 S, 0., Site Class Section 11.4.2 The authority h I aving jurisdiction (not the USGS),. site-sp . ecific g6otechnical data,,cind/or.the default has classified the site as Site Class D, based,on the site soil properties. in, accordance with Chapter-20.' Table 20.3-1 Site Classification Site class VS J9 or R,,, $U Hard Rock I >5,000,fvs N/A Rock 2,500 to 5,000 ft/s N/A~ NiA psf Very dense soil and soft rock 1,200,-to 2,500 ft/s :~50 > D.. Stiff.Soil .600 to 1,200 ft/s' 15 to 50 1,000.to_2,000 psf.. E.- Soft clay soil , -cc600 ft/s <15. ~<1,0010 ps.f :Any profile with more than 10 ft of soil having the characteristi6s: Plasticity IndeXPI 5. 20,, Moisture content w a 40%, and Undrained s~qar~~t~e~gth s, < 500 psf F. Soils requiring site response Sed Section 20.3.11: analysis in accordance, withSection 2iA For SI: 1ft/s 0.3048,-.m/s 1lb/ft2 0.009,M/m2 Section, 11 .4.3 -7- gite -Co~?fficiehts and l~i-s,k--~Targi--ted~.Ma'xirriufti Cons'~06r'ed-t6'ftffi~uaike p~ctrol,.Aei 6nse,`A,cceIeraflO6:Para m. (MCE 5 etem Table 11.4 1: Site CoefficientF. Site Cl~s~ mafoo~~vlc pectral Response-Accelention P6rameter,at Short'~Peno, E S d -50 S 1.-2 5 Ss's,C).25, S~ - Q'. ~~O-.15 SS"= 1.00, A -8 0.8 0'.8 0.8 0.. B~ 1-0 1.0 1.0 1:0 1.'0 'c 1.2 1.0 1.'0 D 1.6 1.4 1.2 LO E 2.5 1.7 1.2 0.§ b.9. S~~ s6dio h ;11.4.7 61FASCE I Note:, Use str~afi7lifi'6 ifiterlpbl~tibri for ihteeffiedizit6 019-01sof Ss' Fdir'Site Clas~s~*',D'and S: 1.1518 -0, T. 1.03.7 -table 11.4-2': Site Coefficient F, site d8s Ma'OpM MCE Spectral Response AccelerationPar.a.meter,at 1~,s-Period- S, s D 10 S, P.20 S-, 03b &~:-,0.40 d.50 S, A* 0.8 0.8, 0;8 0.8 01-8 .,B 1.. Q 1.0 1.0 1.0 1.0 1.7 1.6' 1.5 1A F D 2.4 2.0 1.8 L-6- E 3.5 3.2 2.8 2.4 2.4. F See Section 11.4.1 of'A$C~ 7 Note: Use siralghtll'line interoolation for intermediate values-of'S, Oor §ite daii D and 9 - 0.444 9,, F~ 1.556 4 y . ir Section.11.6 — Seismic Design Category Table ~11.6-1 Seismic Design category Based on Short Period Response Acceleration Paeameter VALUE OF SDS RISWCATEGORY I or 11 111 IV SDI < 0.167g A A A 0.167g:5 S,s < 0.339 B B C 9.33g :5 S s <-0.150g C C D 0-S.09 :5-'SDS D D For Risk Category,=. I and S,, = 0.800 g, Seismic Design Category D Table 11.6-2 Seismic Desian Cate(3ory Based on 1-S Period ReSDonse Acceleration Parameter VALUE OF,SD11 RI S K CATEGORY I or SDII < ~0.067g A A A 0.067g:5 Sa, 0.133g B C 0.133g :5 S,, < 0.201 C '01.2og 5 S., D D, D For Risk Category = I and SD1 0.461 g, Seismic Design Category = D Note:.When S, is greater than' or equal to 0.75g, the Seism ic 1) 1 esign Category is E fdr buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category =— '~the more severe design,category in accord I ance with Tabl~ 11.&1 or 11.6-2" = D Note: SeeSection 11.6 foralternative approaches tocalculating Seismic -Design.(ategory.~ References Figure 22-1: httP:H4~arthquSke.usgs.gov/hazards/designmaps/downloads/pdfs/2010—ASCE-7—Fi,gure-22-I.pdf Figure 22-2: http://earthquake.usgs.gov/hazards/~designmaps/downloads/pdfs/2010 7 A - SCE-7—Figure_22-2.pdf Figure 22-12: http://earthquake.usgs.gov/hazards/designmap~/downloads/pdfs/~2010 7 ASCE-7.Figure-22- 12~pdf Figure 22-7: httP:Hearthqu~ke.usgs.gov/hazards/designmaps/downloads/pdfs/2010—ASCE-7 'Figure_22-7.odf Figure 22-17' http://earthquake.lusgs.gbv/hazards/Oesignrnaps/downloads/pdfs/~()IO—ASCE-7—Fi~uee 22- 17.pdf Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/~downloads/pdfs/2010_ASCE-7—F~igure-22- '18.pdf is BUILDING ENERGY ANALYSIS REPORT PROJECT: GARFIELD.HOU.SE.#2 235'HENLOCK AVENUE CARLSBAD, CA 92008 Project Designer SHACKELTON DESIGN GROUP 1106 SECOND STREET - #359 ENCINITAS, CA 92.024: (760)889-2600,. Report Prepared b 'y: David A. McClain R1 3-14-10053/NR08-07-3586 Title 24.Data Corporation .633 Monterey Trail (P.O. Box 2199), Frazier Park., CA 93225-2.199 (800) 237-,.8824. Job Number: IV320 a* t e 3/4/2016 The EnergyPro computer program ' has been used to perform the calculations summarized in this compliance report. this pro*jram has approval and is authorized by the California Energy' Comrnie'sion 6r U§e With, both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. A RESIDENTIAL MEASURES'SUMMARY RMS-1- Project Name GARFIELD HOUSE #2 Building Type 10 Single Family 0 Addition Alone 0 Multi Family 0 Existing+ Additiph/Altefabon Date . 31412016 Project Addres's 235 HENLOCK A VENUE CARLSBAD California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,228 Addition n1a #of Units 1 INSULATION Construct . ion TYpe Cavity Area (ft) Special Features Status Slab Unheated Slab-dn-Grade no insulation '892 Perim 97' New wall Wood Framed R 13 2,764 New Demising, Wood Framed Rafter R11 1,642 New Roof Wood Framed Attic R30 1,579 New Floor Wood Framed w10 Crawl Space R 19 695 New FENESTRATION I Total Area: 6881 Glazing Percentage~ 21.3 % New/Altered Average U-Factor: 0.32 Orientation Area(ft) U-Fac S HGC Overhang Sidefins Exterior Shades Status Left (NE) 167.0 0.320 0.25 none none Bug Screen New Rear (SE) iO3.0 .0.320 0.25 none none -Bug Screen Wew Front (ArM 306.3 6.320 0.2 . 5 none hone Bug Screen New Right (S149 103.9 0.320 0.25 none none Bug Screen New Skylight .7.6 0.370 0.29 none none None New HVAC SYSTEMS Oty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 CentralFumace 93% AFUE No Cooling 13. 0 SEER Setback New HVA ' C DISTRIBUTION Location Heating Cooling Duct Duct Location R-Value Status Res HVAC Ducted Ducted Attic 6.0 New WATER HEATING Qty. Type GaI.Ions Min. Eff Distribution Status 1 Small Instantaneous Gas .0 0.91 All Pipes Ins -New 1 Ene;-7y—Pro 6.7 by EnergySoft User Number 1348 RunCode: 2016-03-04TO9:24:15 ID: 127320 Paq& 12 of 23 2013. Low-Rise Residential Mandatory Measures Summary Photocontrol not having an override or bypass switch that disables the photocontrol; or Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is ,programmed to automatically turn the outdoor lighting OFF during'daylight hours; or c.. Energy Management control system which meetsall of the following requirements: At a minimum provides the functionality of .an astronoinical 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 § I 50.0(k)9B: following requirements: Shall comply with § I 50.0(k)9A: or Shall comply with the applicabie requirements in §110-9. §130.0, §130.2, §130.4~ §140.7 and § 141-0. § I 50.0(k)9C: For low-rise residential buildings with. four or more dwelling units, outdoor lighting not regulated by § I 50.0(k)9B or 150,0(k)9D shall comply with the applicable requirements in § 110.9, §130.0. § 130.2: § 130.4, §140.7 and § 141.0. § 150.0(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 § 14 1.0. § 150.0(k) 10: internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k) 11: Lighting for residential parking garages for eight ormore vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9. , § 130.0, § 130. 1, § 130.4t § 140.6. and § 14 1.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § I 50.0(k) 12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in.a . single building equals more than .20- percent of the floor area, permanently installed lighting in that building shall: §150.0(k)12B: Comply with the app . licable requirements in 4110.9. §130.0, ~130. 1, § 140.6 and § 1 41.0; and LigAting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each , space by at least 5 0 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 BuNings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110. 1 0(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. 1 0(b) throuat _§I 10. 10(e). § 110. 10(a)2: Low-rise multi-family buildings shall comply with the requirements of § I 10. 10(b) through § 110. 1 0(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke venfilation, and spacing requirements as sp~cified in Title 24, Part 9 or other Parts of Title 24 or * in any requirements adopted by a local jurisdiction. The solar zone *total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110. 1 0(b) 1: 'buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhan of another structure located within 250 feet of the building oron covered parking installed %krith the . 9 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. § I 10. 1 0(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 § I 10. 1 0(b)3B: the distance.. measured in the horizontal plane, of th6 height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone.. measured in the ~,ertical plane. § I 10. 1 0(b)4: 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 § I 10. 1 0(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of .interconnection will be the main service panel): a pathway for routing of plumbing from: the solar zone to the water-heating system. § I 10. 1 0(d): A copy of the 'construction documents or a comparable document indicating the information from § I 10. 1 0(b) through § I 10. 1 0(c) shall. be provided to the occupant. § I 10. 1 O(e) 1:. The main electrical service panel'shO have aminimurn busbar rat . ing of 200 am ps. The main electrical, service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § I 10. 1 O(e)2: future solar electric installation. The reserved space shall be: positioned at the oppos . ite (load) end from the input feeder location or main circuit locatior~ and permanently marked as "tor Future Solar Electric'. 2013 Low-Rise Residential Mandatory Measures Summary § I 10.4(b) 1: 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 sol~L~tin . § I 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § I 10.4(b)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 bdming 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 of § 110.9. §150.0(k)IA: Ins-Ta-Ileed luminaires shall be classified as high-efficacy or low-efficacy for compliance with § I 50.0(k) in accordance with TABLE 4 50.0-A or TABLE 150.0-B, as applicable. §150.0(k)lg: When a high efficacy and low efficacy lighting system are combined in a, single luminalire, each system shall separately comply with the applicable provisions of § 150.0(k). The vvattage and classification of permanently installed luminaires in res ' idential kitchens shall be determined in accordance with §150.0(k)]C- § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting per electrical box. §150.0(k)ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: more than 5 watts of power per lurninaire or exhaust fan as determined in accordance with §13 )0.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k) I F: Lighting integral to exhaust fans (except when installed by the manufa . . ctiirer.in kitchen. exhaust hoods) shall meet the applicable requirements of § 150.0 (k). § I 50.0(k)M: High efficacy luminiaires must be switched separately 'from low efficacy luminaires. § I 50.0(k)2B: 'Exhaust fans shall be switched separately from . lighting systems. §150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I 50.0(k)2D: Controls and equipment are installed in accordance W . ith manufacturer's instructions. §150.0(k)2E: No control shall bypass a dimmer or vacancy sensor ftinction if the control. is installed to comply with § I 50.0(k). § 150.0(k)2P: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EIMCS) may be used to comply with dimmer requirements if- it functions as a dimmer , §150.0(k)2G: according to § 110.9; meets. Installation Certificate requirements of §130.4; the EM CS requirements of § 130.5; and a] I 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 of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § I 50.0(k)2. §150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this.section if it provides the functionality of a dimmer according to §110.9. and complies with all other applicable requirements in § I 50.0(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 illumin ate only §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitcher~ including but not limited to dining and nook areas~ are considered kitchen lighting if they are not separately switched from kitchen lighting. § I 50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than.20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy lurninaire shall be installed in each bathroom: and all other lighting installed in each bathroom shaH be high efficacy or controlled by vacancy sensors. § I 50.0(k)6: Lighting installed. in attached and detached garages, laundry rooms.. and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms*, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed. for zero clearance insulation contact (IC) by Underwriters Laboratories or other . . nationally recognized testing/rat ing laboratory; have a label that certifies that the luminaire is airtight vA th air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed witha gasket or caulk between the luminaire housing § I 50.0(k)8: and ceiling, and shall have all, air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requirmig cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to quali . fy as high efficacy for comp] iance with § I 50.0(k), the ballasts I I 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 sha, 11 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 riot having an override or bypassswitch that disables the motion sensor, or controlled by a motion sensor having afemporary 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: 20.13, Low-Rise Residential Mandatory Measures Summary § I 50.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.0(j)2A. Piping insulation for steam and hydronic heating 1~ syst~ms 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 toweather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § I 50.00)3A: exam s . ple, protected by aluminum, heet 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 reftigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or Class II vapor retarding facing, or the insulation shall be install I ed at the thickness that qualifies as a Class I or Class 11 vapor retarder. Systems using gas . or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 'feet of the water heater, a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § I 50.0(n) 1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a -as supply line with a capacity of at)east 200. 000 Btu/hr. § I 50.0(n)2: Recirculating loops ser ving multiple dwelling units shall meet the requi . remerits of § I 10.3(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 b~ a testing agency approved by the Executive Director. Ducts and Fans Measures: All air-distribution *system ducts and plenums installed Are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/S.MACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply-air and return-air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605,0) or enclosed entirely in directly conditioned space ' as confirmed through field verification and diagnostic testing .(RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanical ly fastened. Openings shall be sealed § 150.0(m) 1: with mastic, tape, or other duct-closure system 1hat meets the applicable requirements of UL 18 1 ~ LTL 18 1 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 inesh or tape shall be used. Building cavities, support platforms for air handlers, and - plenunis defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveving 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, rhastics, sealants, and other requirements specified for duct construction: duct insulation'R-value ratings; duct insulation thickness: and duct labeling. § I 50.0(m)7: All fan systems that exchange air between the conditioned space and the' outside of - the building must have backdraft or automatic dampers. § I 50.0(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 covef. Cellular foam insulation shall be pr6tectedas 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.spa6e conditioning systems use forced air.duct systems'to supply conditioned air to an occupiable space, the ducts shall be § I 50.0(m) 11: sealed - and duct leakage tested, as confirmed through field verification and diagnostic testing, I in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an o*ccupiable space through ductw6rk exceeding 10 feet in length and through a thermal § I 50.0(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. Litilize 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: spare conditioning system must also demonstrate airflow ~: 350 CFM per ton of nominal cooling capacity through the return grilles, and an air-handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing.. in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § I 50.0(m) 15: an airflow from the dwelling, through the air handier fan and delivered to the dwelling, of 2:3 50 CFM * ton of nominal cooling' capacity, and operating at an air-handling unit fan efficacy of:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance With Reference Residential Appendix RA3. All dwelling units shall meet ihe.requiretnents of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § I 50.0(o): central forced air system air handlers used in central fan. integrated ventilation systems are permissiblerriethods of providing the Whole Building Ventilation. § 150.0(o) I A: Whole Building Ventilation airflow shall be confirmed through field verification and dia gnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Syste rns and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § I 10.4(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 A10TE: Low-rise residential buildings subject to the Standards must comply with a// applicable mandatory measures listed, regardless of the compliance approach used ExCeDtions mav acDlv. Review the resDective code section for more information. Building Envelope Measures: § I 10.0(a) 1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § I ioga)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 of § 10- 111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § I 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § I 10.8(i): The thermal emittance and aged solar reflectanc~ values of the cool roofing material meets the requirements of § I 10.8(i) when the installation of a co ol roof is specified on the CF I R. § 110.86): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFIR. Minimum R-30 insulation in wood-frame ceiling: . or the weighted average U-factor shall not exceed 0.03 1. Minimum R- 19 in a § I 5O..O(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 a~r leakage. § I 50.0(b): Loose fill insulation shall conform with manufacturer's installed design labe . led R-value. § 150.0(c): Minimum R- 13 insulation in 2x4 inch wood framing wall or have a Ul-factor of 0. 102 or less (R- 19 in 2x6 or 0.074 maximum U- factor). § 150.0(d): Minimum R- 19 insulation in raised wood-frame floor or 0.037 maximurn U-factor. § 150.0(g) 1: In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air-permeable insulation. § I 50.0(g)2: In Climate Zones 1- 16 with unvented crawl spaces the earth floor of the crawl space I shall be covered with a Class I or Class 11 vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class 11 vapor retarder shall be placed over the earth floor of § I 50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.6(l): Slab edge insulation shall: have a water abso I rption rate. for the insulation material alone without facings, no greater than 0.3%; . *2.0 have water vapor permeance rate is no greater than perm/inc h, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § I 10.8(g). § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- I factor of 0.58; or the weighte d average U-factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e) I A: Masonry or factory-built fireplaces have a closable metal. or glass door covering the entire opening of the firebox. §150.,O(e)IB: 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 aflue 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 Sys tem, Measures: § I 10.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified. to the Energy Commission. § I 1.0.3(c)5: W.ater heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump iso tation valve, and recirculation loop connection requirements of § I 10.3(c)5. Continuously burningpilot lights are prohibited for natural gas: fan.type central ftirnaces. household cooking appliances (appli- I § 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..O(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified m §150.0(h)2. §150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § I 50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § I 10.2(c). §150.00)IA: 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. §150.06)IB: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, have R- 12 external insulation or R- i 6 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tarik, all piping with a nominal diameter of3/4 itch or larger, all piping associated with a domestic hot water recirculation system . §150.00)2A: -regardless of the pipe diameter, piping from the heating source to storage tank or between t anks, piping b uried below grade, and all hot water pipes from the heating source to kitchen fixtures must be 1 - nsulated accordin to the requirements of TABLE 120.3- 9 § 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. HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name GARFIELD HOUSE #2 Date 3/4/2016 System Name ResHVAC Floor Area 3,228 ENGINEERING CHECKS SYSTEM LOAD Number of Systems COIL CFM Room Loads 1,335 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG PEAK Heating System Sensible Latent CFM Sensible Output per System 56,000 32,132 1,829 706 26,065 Total Output(Btuh) 56,000 0 'Output (Btuhfsqft) 17.3 -1,180 1,280 Cooling System Output per System 0 .0 :01 .0 Total Output (BtuN 0 .0 ..1,8291 0 Total Outp6i (Tons) .0.0 11801 1,280 Total Output (Stuh/sqft) 0.0 Total Output (sqftfTon) ................. 01 .0 1 34,4921 Air System CFM per System -i,010 HVAC EQUIPMENT SELECTION Airflow (cfm) '1,010 CARRIER 58Mt6060-12. 0 56,000 Airfiow (cfmfsqft) 0.3.1 Airflow (cftn/Ton) ob Ouiside Air M 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) ;TIME OF SYSTEM PEAK 0 0.. 56,000 Outside Air (cfm/sqft) -- Note: values above given at ARI cdndition~3 Aug 3PIVII Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34 OF ow*-- Outside Air 0cfm Ar 69 OF 69 OF 105 OF 105 OF Heating - Coil SuPply Fan 1,010 cfm 104 OF R60M 70 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling'Peak) 83 / 68 OF Outside Air -4r 0 cfm 79 163 OF 79 62 OF 55 54 OF .55 54 OF . . . . . . Cooling Coil Supply Fan 56 / 54 OF 1,0 10 cfm 41.5% ROOM 78 / 62 OF EnergyPro 6.7 by EnergySoft User Number- .1348 RunCode: 2016-03-04TO9:24:15 ID: 127320 Page 17 of 23 ROOM HEATING PEAK LOADS Project N.ame GARFIELD HOUSE #2 Date 31412016 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Floor Area 891.5 ft-' Indoor Dry Bulb Temperature 0 OF Time of Peak Jan I AM Out ' door bry Bulb Temperature 34 OF Conduction Area V-Value AT.*F peiim =.97.2 X 0.7390 x ~6 638.8 X 0.1020 X 36 187.8 x 0.3200 X 36 263.6 x 0 . .1020 X- 0 X Q.Q840 X 0 7.5 X 0.0320 X 36 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x through an interior surface to another room Page Total.1 x x x /60] X Area -Ceiling Height ACH AT 6tu/hr Slab-On-'Grade .2,654 R-13 Wall 2,346 New WindowslDoors 2,163 *R-13'Wall 0 *R- 11 Roof Rafter 0 R-30 Roof.Affic 9 Items shown with an asterisk denote conduction Infiltrationi x Schedule Air Sensible Fraction 7,072 TOTAL HOURLY HEAT LOSS FOR ROOM 8,247 EnergyPrv6.7byEnefgySoft. UserNurnber1348, RunCode: 2016-03-04T09:24:15 -ID: 127320 Page 18 of 23 ROOM HEATING PEAK LOADS Project Name GARFIELD HOUSE #2 Date 31412016 ROOM INFORMATION DESIGN CONDITIONS Roorn Naryie Second Floor Floor Area 1,578 .'q ft2 Indoor Dry Bulb Temperature 70 OF Time of Peak Jan 1 AM Outdoor Dry Bu - lb Temperature 34 OF Conduction Area U-Value 179.9 X -.6.0490' X 1,129.5 X 0.1020 x 305.0 X 6.32bO X .515.3 X 9.04§0 X 7t8.0 X P.084b X -813.3 X .0.0326 x 7.0 x 0.3700 X x x x x x x x x x x x x x x x x x x x x x x x x x X, x x x x x x x x x x x x x x x x x x x x x x through an interior sudace to another room x x x Area, Ceiling Height ACH AT *F = = = = — — Btu/ hr R-19 Floor No Crawlspace 36 317 R-13 Wall -36 .4,148 New WindowslDoors 36 ~3,514 *R- 19 Floor No Crawispacie 0 *R-1 I Roof Rafter 0 0 R-30 Roof Affic '~6 937 Skylight .36 16i Items shown with an asterisk denote conduction Infiltration:[ x Schedule Air Sensible Fraction Page Total /60] X AT 9,017 2,081 TOTAL HOURLY HEAT LOSS FOR ROOM 11,097 . . 1 'kEnergyPro 6.7 by Energy Soft User Number. 1348 RunCode: 2016-03-04TO9:24:15 1D.- 12 7320 Page 19 of 23 ROOM HEATING PEAK LOADS Project Name GARFIELD HOUSE #2 TDate 31412016' ROOM INFORMATION DESIGN CONDITIONS Room Name Third Floor Floor Area 758.0 ft2 Indoor Dry Bulb Temperature .70 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 34 OF Conduction Area U-Value ~AT OF_ R-13 Wall 732.6 X 0.1020 X 36 New Iffith.dowslDoors 187.4 X .0.3200 X .36 R-30 Roof Attic 758.0 X 0.0320 X 36 x x x x x x x x x x x x x x x x x x x x x x x x x x x x X, x x x x x x x x x x x x x x x x x x x x x x x x x x x Items shown With ah asterisk denote bohduction through an interior surface to another roonn Paige Total Infiltrationi x x x x /60]' X Schedule Air Sen~ible' Area Ceiling Height ACH AT Fraction Btuihr Z690 z 159 873 5,722 TOTAL HOURLY HEAT LOSS FOR ROOM '6, EnergyPro 6.7 by EnergySoft User Number 1348 RunCode: 2016-03-04TO9:24:15 10:127320 Page 20 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name ate .731412016 GARFIELD HOUSE #2 ROOM INFORMATION DESIGN CONDITIONS Room Name First Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 891-5.ft2 Outdoor Wet Bulb Temperature :68 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 10 OF Opaque Surfaces Orientation Area U-Oactor CLTD' Btu'/hr- R- 13 Wa*11 (NE) 19'7. 5 X 0. 1'020 X 14.0, = 282 R-13 Wall 59.5 X 0. 100 x 16.0 = .07 R-13 Wall (SE) 197.1 X 0.1020 X 16.0 -M R-13 Wall -184.7 X .0.1020 X 15.2 287 *R-13 Wall 263.5 X 0.1020 X 0.0 = 0 *R- 11 Roof Rafter '883.6 X 0.0840 X .0.0 = 0 R-30 Roof Attic .7.5 X 0.0320 X 42.0 10 x x x x Page Total '998 Items shown with an asterisk denote conduct - ion through an interior surface to another room. 1 . Cooling Load Temperature Difference (CLTD) Shaded. Unshaded Fenestration Orientation Area , -GI-F Area GLF Btu/hr Glass Doors (NE) 0..6 X 9.8 + 56.6 X i 7.9 = 1,001 Windows (NE) .0.0 X 9.8 + 44.0 X 17.9 = .786 Windows (S,~) 00 X 9.8 + 2&0 X = 430 Glass Doors 0.0 X 9.8 + 20.8 X 17.9. = 3~2 Windows (NM Q.0 x 9.8 + 41.0 X -17.9 = 733 x + x x + x x + x x + x Page'Total 3,322 Internal Gain Btulhr Occupar~s 2.7 Occupants 245 Btuh/occ. .655 Equipment .X. 4 AA Floor Area w/sqft ~,04 Infiltration: x x x'F--- 51 101 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 8,118 Latent Gain Btu/hr Occupants Occupants x 1551 Btuh/occ. 416 Infiltration: x x X. Air Sensible CFM ELA Aw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 668 EnemyPro 6.7 by EnemySoft User Number 1348 RunCode: 2016-03-04TO9:24.15 ID: 12M0 Page 21 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name 731412016 ate GARFIELD HOUSE #2 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Floor Outdoor Dry Bulb Temperature 83 OF Floor Area 1,578.9 & Outdoor Wei Bulb Tempeirature 68 OF Indoor D!y Bulb Temperature 78 OF Outdoor Daily Range". 10 OF Opaque Surfaces :Orientation Area U-Factor CLTD Btuffir R- 19 Floor No Crawlspace 179.9 X 6.0490 X 9.0 = 79 R-13 Wall (NE) 273.0 X 0.1020 X 14.0 = 390 R-13 Wall (SM -234.3 X *0. 1020 X 16.0 = j82 R-13 Wall (SE) 360.3 X :0.1020 X 16.6 588 R-13 Wall 261.9 X .0.1020 X .407 *R- 19 Floor No Crawlspace 515.3 X 0.0490 x 0.0 0 *R-1 1 Roof Rafter -.758.0 X 0.0840 X 0.0 R-30 Roof Affic (N) B13.3 X 0.0320 X .42.0 1,09i x L x Page Total F Z940 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 Biu/hr Windows (NE) .0.0 9.8 + '33..0 X x 17.9 = 590 Windo ws (SK9 0.0 x 9.8 + :69.,o X 16.5 . = 975 Windows (SE) 0.0 X 9.8 + 52.0 X 46.5 = 854 Glass Doors (AfM 0.0 X 9.8 + :56.0 X 17.9 = '1,001 Windows (NIM 0-0 x 9.8 + 105.0 x 17.9 = 1,877 Skylight (N) 0.0 X 11.7 + 7.6 X 5~. 5 = 399 x + x x + x 'X I Page Total Internal Gain Btu/hr Occupants 4. Occupants X ~40 Btuh/occ. 1,160 Equipment Floor Area x 1.001 w/sqft Infiltration: x x x 176 Air Sensible -CIFIVI ELA. AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 15,368 Lateni Gain Btuthr Occupants Occupants . X Btuhlocc. 734 Infiltration: x x x 160 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,183 EnergyPro 6.7 by EnemySoft User Number 1348 2016-03-04TO9:24:15 '10:127320 Pa-ge 22 of 23 REIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date GARFIELD HOUSE #2 . 1 31412616 ROOM INFORMATION DESIGN CONDITIONS R oom Name Third Floor Outdoor Dry'Bu .1b Temperature 83 OF Floor Area 758.0 ft2 Outdoor Wet Bulb Temperature 68 T Indoor Di)f*Bulb Temperature '.78 OF Outdoor Daily Range:_ 10 OF Opaque Surfaces :Orientation Area U-Factor CLTD' Btulhr R-13 Wall. (NE) 206..0 X 0.1020 X 14.0 = 294 R-13 Wall (SM '195.1 X 0.1020 x 16.0 = 318 R-13 Wall (SE) 185.0 X 9.1020 X 16.0 = 302 R-13 Wall (AW 146.5 X 0.1020 X 15.2 = 228 R-30 ~?oof Attic (N) :758.0 X V.0326 x .4~.O = 1,619 x x x x x x x x 'Page Total '21 161 Items shown with an asterisk denote conduction through an intehor surface. to another room.. 1. Cool.ing Load. Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area Area GLF Btulhr Windows (NE) 0..0 X .94 + 34.0 X 17.9 = i668 Kfind+ows (S K9 0.0 X 9.8 + 44.9 X 16.5 = 742 Windows (SE) 9.0 x 9.~ + 25.0 X 16...5 = 413 Glass Doors (AfKq 0.0 X 9.6 + -40.0 X 17.9 = 715 Windows (M49 0.0 x 9.8 + 43.5 X 17.9 = .778 x + x 7 x + x x + x x + x Page Total Internal Gain Btutht Occupants 2.3 Occupants 245 Btuhlocc. 5d57 Equipment 1758 Floor Area x 1'.00 w/sqft :2:,587 Infiltration: x x x 86 Aif Sensible QFM ELA ~AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM .8,646 Laten t Gain Btu/hr Occupants Occupants -x F 15~5 Btuh/occ. 35 Infiltration: x x x Air Sensible CFM 'ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 555 EnergyPro 6.7 by Ener-qySoft User Number. 1348 'RunCode: 2016-03-04709:24:15 ID: 127320 Paqe*23 of 23 T. CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carisbadca.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 235 Hemlock Av Building Permit Plan Check Number CB161170 Project Address: 235 Hemlock Av A.P.N 204-270-04-02 , Project Applicant RREG Investments, LLC -J;oJJ (Owner Name) Project Description: 3,156 SF LIVING Building Type CONDO Residential: NEW DWELLING UNIT(S) 3,156 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Net. Square Feet New Area Uny Certification of Applicant Information: Shciy L Eve*vl Date April 25, 2016 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD , I San Marcos Unified School District Z Carlsbad Unified School District Vista*Unified School District F 6225 El Camino Real 1234 Arcadia Drive 2 5 5 P i c o A v e S t e . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 . I Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District- F1 San Dieguito union High. School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514 (760-944-4300 x1 166) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and,pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: B-34 I Page 1 of 2 1 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly, authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School, District. The City -may issue building permits for this project. SIGI~IATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFIED SCHOOL DISTRICT 6225 El C -AMIND RE.A.L. DATE' CARLSBAD, CA 920019 PHONE NUMBER O lt. B -34 Page 2 of 2 Rev. 03/09 Page I of I RealQuest.com V - Report Property Detail Report For Property Located At 3806 GARFIELD ST, CARLSBAD, CA 92008-4031 Owner Information Owner Name: MILLER WRAY A Mailing Address: 17822 SAN LEANDRO LN, HUNTINGTON BEACH CA 92647-6640 C079 Vesting Codes: TE Location Information Legal Description: LOT 11 BLK M TR 1747 County:' SAN DIEGO, CA APN: 204-270-04-00 Census Tract / Block: 180.00/2 Alternate APN: Township-Range-Sect: Subdivision: PALISADES Legal Book/Page: 204-27 Map Reference: 13-F5 Legal Lot: 1 Tract $t. 1747 Legal Block: M School District: CARLSBAD Market Area: School District Name: Neighbor Code: Munic/Township: Owner Transfer Information Recording/Sale Date: 04/20/2015 09/2312014 Deed Type: AFFIDAVIT Sale, Price: 1 st Mtg Document#: Document #: 188044 Last Market Sale Information Recording/Sale Date: 03/11/2015 01/28/2015 1 st Mtg Amou nt/Type: Sale Price: $900,006 1 st Mtg I nt. RatefType:, Sale Type: FULL lstMtg Document#: Document #: 113007 2nd Mtg Amount/Type: Deed Type: GRANT DEED 2nd Mtg Int. Raterrype: Transfer Document #: Price Per SqFt: $1,023.89 New Construction: Multi/Split Sale: Title Company: LAWYERS TITLE Lender: Seller Name: KING FAMILY TRUST Prior Sale Information Prior RectSale Date: 12/17/1996 Prior Lender: Prior Sale Price: P . dor 1 st Mtg Amt/Type: Prior Doc Number: 721262 Prior 1 st Mtg Rate/Type: Prior Deed Type: DEED(REG) Property Characteristics Gross Area: 879 Parking Type:, GARAGE Construction: Living Area: 879 Garage Area: Heat Type:, Tot Adj Area: 'Garage Capacity: 1 Exterior wall: Above Grade: Parking Spaces: 1 Porch'Type: Total Rooms: Basement Area: Patio Type: Bedrooms: 2 Finish Bsmnt Area: Pool: -Bath(F/H): Basement Type: Air Cond: 'Year Built Eff: /1047 R6of Type: Style: Fireplace: Foundation: Quality: # of Stories: Roof Material: Condition: Other Improvements: Site Information Zoning: R3 Acres: 0.115 County Use: Lot Area: 6,463 Lot Width/Depth: x State Use: Land Use: SFR Res/Comm Units: it Water Type: Site Influence: Sewer Type: Tax Information Total Value: $46,473 Assessed Year: 2015 Property Tax: Land Value: $29,389 Improved %: 37% Tax Area: Improvement Value: $17,084 Tax Year: 2015 Tax Exempbom Total Taxable Value: $46,473 I FAMILY RESIDENCE (311). $585.16 09000 http://proclassic.realquest.com/jsp/reportjsp?&client=&action=confirm&type=getreport... 06/28/2016 PLOMBING, Development Services Building Division ELECTRICAL, 1635 Faraday Avenue V CITY bF MECHANICAL 760-602-2719 WORKSHEET www.carlsbadca.gov CARLSBAD 'B-18 Building@carlsbadca.gov Project Address: Permit No.: Information provided below refers to worh being done on the above mentioned permit only. This form must 6 completed and returned to the Building Division before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ........................................................ New building sewer line? ................. Ye No Number of new roof drains? ................................................................................................................. Install/alter water line? ............. * ..................................................................................... ...................... Iris Number of new water heaters? .............. : .................. 0 ....................................................................... . .Number of new, relocated or replaced gas outlets? ................... ................................... Numberof new hose bibs? ................................................................................................................... Residential Permits: New/expanded service: Number of 'new amps: 41 00 Minor Remodel only. , Yes No Commerciall/lIndustriah , Tenant, Improvement: Numb~r of existing amps involved in this proje Number of new amps involvedin New Construction: Amps per Panel:' 'Single Phase ............................................................... Number of new amperes Three Phase ............................................... .................... of new amperes Three Phase 480 ........................................................ Number of new amperes E Number of new furnaces, A/C, or heat pumps? ....... ; ..................................................................... J-- C New or relocated duct Work? ......................................................................... 0. Yes No H Number of new fireplaces? ................................................................................... ............................. A i N mber of new exhaust fans? ............................ ............................. u ............................. : ....................... N Relocate/install vent? ...................................................................... I ..................................................... c Number ofnew exhaust hoods? .................. .............................. ! ......... I .............................................. Number of new. boilers or compressors? .... A ............................ ......................... Number of HP L 171 13-18 Page 1 of 1 Rev. 03/09 CB161170 235 HEMLOCKAV SPEC HOME= NEW 3,156 SF- LIVING' 511 SF (' ARA(-P:// t-4i ncrvc-- Final InspeLTIo required by. -To k-,~ lr~s& I L, L01 SNU.,--T, set 1--S, ell 17-1 01-- — 7 CM&I D-Fire clk-J-t (D T:C- 5 - 2,q pb-k-\j Ipin, ~5- E~T-C_ 040/5—~ L S~W 31 SjED _X4C _ v I ucv. pproved Date BY BUILDING - ?-- P~ 0 PLANNING 1-1 -j~p IQ c', ENGINEERING I - 1'7 - )(D C-& FIRE Expedite? Y N f2~-A DIGITAL FILES Required7 Y N HazMat APCD Health Forms/Fees Sent Rec'd Due? BY Encina Y N Fire Y N HazHealthAPCD Y N PE&M Y N School. _0,jQt__ y N Sewer Y N Stormwater y N Special Inspection Y N CFD: Y 6 LandUse: Densitv lmnkPa: FY.' Annex: Factor -N "Cdmments Date Date Date Date Building ILP Planning J - Engineering f(- 5131hu Fire Need? UP-P-D Z-no _j S~~ one ne cangal 9A'),-] P 0 C+ M 4 -ne E3 Done a City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Print Date: 01/16/2018 Permit Permit No: PCR16203 -.www.carlsbadca.gov Job Address: 235 Hemlock Av Permit Type: BLDG-Migrated Work Class~. BLDG-Migrated Status: Closed - Finaled Parcel No: 2042700402 Lot #: Applied: 10/12/2016 Valuation: $0.00 Reference #: Issued: 10/25/2016 Occupancy Group: Construction Type: Finaled: 01/16/2018 # Dwelling Units: -Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: Plan Check #: Froject Title: Description: PCR'- SPEC HOME: LAYOUT AND STRUCTURAL CHANGES TO CB161170 Total Fees, Total Payments To Date Balance Due: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 10-25-2016 -PCR16203 Plan Check Revision Permit No. Building Inspection Request Line (760) 602-2725. Job Address: 235 HEMLOCK AV CBAD Permit Type: PCR Status: ISSUED Parcel No: 20427004U Lot #: 0 Applied: 10/12/2016 V61uation: --$0.00 Construction Type:~ 5B Entered By: SF Reference #: Plan Approved:. 10/25/2016 PC #: Issued: 10/25/2016 Project Title: SPEC HOME: LAYOUT AND inspect Area: STRUCTURAL CHANGES TO CB1 61170 Applicant: Owner: STEVE SHACKELTON 1106 2ND ST ENCINITAS CA 92024-5096 760-889-2600 Plan Check Revision Fee $250.00' Fire Expedited Plan Review $0.00 Additional Fees $0.00. Total Fees: $250.00 Total Payments To Date: -$250.00 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(6), and file the protest and any other required information with the City M , anager 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,lmposition~ 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 I fe s/exactions of which You have oreviously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. Development Services city 0 PLAN CHECK REVISION. Building Division APPLICATION 1635 Faraday Avenue Isbad B-15, 760-6021-2719 www.carlsbadca.gov Plan Check Revision No. Original Plan Ch eck No. CB16-1170 235 HEMLOCK Ave. Date Prcje~t Address Contact STEVE SHACKELTON ph 760-889-2600 Fax , Email STEVE@SHACARCHITECTURE.COM ContactAddress 11062NDST.*#359 'City~ JpAtc,"V I zip 9 a 4 General Scope of Work Original plans prepared by an architect or engineer, revision's must be signed & stamped by that person. Elements revised: F-71PIans F~] calculations Soils 7 Energy F-I Other L+7 Describe revisions in cletail List page(s) where each revision is shown List revised sheets that replace existing sheets AtSTE-?- t3- :2. BA-11+ S rA ov-e~) m'0as-1 Ze b Is A" 3 -9ef Joowws W. M C- -1101p-:~ C4t A Wer &o ~Tb 711&';~- I-C-CT- ZOOM C +i A~JG4--Z) L G~.~71Artr Cff hptert-j) wt Ino W-5 9 :1 Pt,;L - I Q*T LOCkM a N C4~W&e-o 2. 2- r 5. ' Does this revision, in'a'ny way, alter the e . xteri6r of tHe project? 54yes E No rnOV67S W'#V:1)01 ,69 Does this~ revision add ANY new floorarea(s)? Yes N o ny r' Y~No* 7. Does this revision affect a f e related issues? Yes Is this a complete set? f 7 Yes k~ No —4K'Signature 1-635 Faraday Avenue. Carlsbad, CA 92008 Fj:l.-760-602-2719 Fax.,760-602-8558 Email 7 building@carisbadca.gov www.carlsbadca.go C4y of PLAN CHECK REVISION Development Services Building Division APPLICATION 1635 Faraday Avenue 760-602-2719 Cculsbad B.15 www.carlsbadcagov Plan.Check Revisi I on No. Original Plan Check No. e/ Project Address A-J Date Contact d Ph76o-RgJ_26 Fax Email STC. J~~7. ~51 Contact Address (6 city 6d'5'.0r7A5 zip General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. Elements revised: Plans Dq Calculation's F—J'Soils F--J Energy 0 Other 2. 3.. .4. Describe revisions in detail List page(s) where List revised sheets each revision Is that replace shown existing sheets C-k 2--q- ts ............... 53 4a *4 s a J-e*-1e—*--e-3Az PSI- 's Sz b-eCV-"- 44--, 54x 14- Fz5t- ;?-2 1 UZ- 5. Does this revision, in anyway, after the exterior of the project? ;KYes 6e Does this revision add ANY . new floor area(sJ? Yes No 7* Does this revision affect any fire related issues? Yes 'KNo Is this a com s No ,@5Signature - 1635 Faraday Avenue, Carlsbad, CA 92008 Ph.,760-602-2719 EM76D-602-8558 Emaff: building@carisbadca.gov 4 [I No it Devel6nment Services y of PLAN CHECK REVISION Building Division C4-rlSbad -APPLICATION 1635 Faraday Avenue 760-602-2719 B-15 www.carlsbadca.gov Plan Check Revision No., Original,Pian Check No-68/1,417, Project Address _15 5 49,M.Loc Date Contact 5-[J~a~5 :OA4J4~A) Ph -7.60 -88?_,Ze,00 Fax Email Contact Address P iry Al';'l mm zip 24 Z C General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. Elements revised: OPians OCalculations E]Soils F__JEnetgy F-10ther 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets V~ D C 7 1 -Does this revision, in any way, after the &xterior of the projec t? A;~ Yes Does this revision add ANY new fibor.area(s)? Yes E~J No Does this revision ct any fire related issues? Yes No Is this a c( .Zmpi set? Yes No 1635 Faraday AWFue, Carlsbad, CA 92008 Eb~~610~602-2719 Ea2~760-602-85SS Eniail:buildingCcDcarisbadca.gov E] No m ril—fo AA Flk I lisp 5Q 9 1 Sin S S 4§2 2 2 2 2 2 2 WE)' Td 9F 9xq 16 bE (]DA V U 5 L 1 9 EsGil Corporation In Tartner~~ip with Governmentfor Ouilding Safety DATE: October 20, 2016 El APPLICANT Q JURIS. JURISDICTION: Carlsbad El PLAN REVIEWER Ll FILE PLAN CHECK NO.: 16-1170 (PCR16203) SET: I PROJECT ADDRESS: 235 Hemlock Ave PROJECT NAME: SFD/Garage/Deck for Rincon Real Estate Group Z The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. F-1 The plans transmitted herewith have significant deficienc ' ies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of -the' check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list' ha's been sent to: EsGil Corporation staff did not advise.the applicant that the plan check has been completed. F] EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:, Telephone #: Date contacted: (by: Email: Mail Telephone Fax In Person REMARKS: By: Abe Doliente , -Enclosures: Original set of approved plans. EsGil Corporation El GA EJ 0 IVIB D PC -10/17/16 9320 Chesapeake Drive,-Suite 208 San Diego California 92123 (858) 560-1468 Fax (858) 560-1576 Carlsbad 16-1170 (PCR16203) October 20, 2016 [DO NOTPAY- THIS IS NOTAN INVOICE] VALUATION'AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 16-1170 (PCR16203) PREPARED BY: Abe Doliente DATE: October 20, 2016 BUILDING ADDRESS: 235 Hemlock Ave BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier, Reg. Mod. VALUE Revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb I By Ordinance Bldg. Permit Fee by Ordinance $2 Plan Check Fee by Ordinance :50::0::0] Type of Review: n. Complete Review El Structural Only El Other Repe ve e Repeats 2 Hirs. @* EsGill Fee $100.90 $200.001 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc + STRUCTURALCALCULATIONS, '0 PROJECT: STRUCTU AA. ENGI,rj RS,LLP DESIGN ASSUMPTIONS: A— G CONCRETE STRENGTH AT TWENTY 6GHT DAYS: C10 PSI, MASONRY: GRADE "N" CO NCRETE BLOCK F M P sf MORTAR: TYPE S 1,800 PSI GROUT: 20000SI 61398 REINFORCING STEEL:, A-615 GRADE 40: 44' AW'D*LESS (U.O'N.): OF 06 W-06. -GRADE 60: #S AND. LARGER STRUCTURAL STEEL: A-36 LUMBER: -DOUGLAS FIR-LAR6H vF CAVAT 'JOISTS #2. BEAMS AND POSTS #2, STU DS STUD OR BETTER SEISMIC FORCE' REPORTBY' N 0 rZ000 ~WIND FORCE: 'REPORT !SOIL. PRESSURE. DESIGN LOADS: WALL DEAD LOAlb ROOF DEAD LOAD FLOOR'litAb LOA6 SLOPING FLAT INT.- EXT. -IN ER16R 1 PSF ROOFING FLOORING 0 EXTERIOR 16 PSF PLYWOOD `.-,PLY.W.00D JOISTS JOISTS: INSUL. & CLG.' I NSULA CLG. misc. M TOTAL TOTAL ROOF LIVE LOAD FLOOWLIVE LOAD INTERIOR~*~ 40 PSF SLOPING= PP-*r— .FLAT= e,7,o le4f;'_ BALCONY 60 PSF(LI.O.N.),-.", 00 PS EXITjWALKWAY I F These calculations are-limited only to the items included herein. 235-HEMCbCK other portion of the structure by this office. These 6al~uiati - ons a I Y=*~ t'~. L ".'X_ Ll iftf jV,._0 t4jf:t% Tir, wet stamp and signature of the Engineer of Record. _-_2042700402-~ Job No. Designed BY -2 CB161170. 10-12' 016 H ~T K 1 ERIOR 14290 Danieison street,' Sulte'm ZO'O,.Pow So; Diego PGR1 6203 Project Title: Engineer: Project Descr Proiect ID: 1142138 Danielson Street Suite 200 Poway, CA 92064 Prm". 6 OCT 2MS, 8:57M Wood Beam File a*VJsersWKIDOCUME-IIENERCA-ilgaW dwil ENERCALC: INC. 1983-2016, Buiftl(5.4.15. Ver:6.16.415 Description FBIO - House #2 Arch'i Change CODE REFERENCES . ......... ........ ................... . ............. - - ---- Calculations per NDS 2012, 113C.2012, CBC 2013, ASCE 7-10 Load Combinafion Set: ASCE 7-10 Material Properties ..... . . ........ . . ....... . . . . ................... Analysis Method: Ahowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasilcity Load Combination ASCE 7-110 Fb - Compr 2,900.0 psi Ebend-xx 2,000.Oksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016-54ksi Wood Species Trus Joist Fc - Perp 625.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.050 pcf Beam Bracing Beam Is Fully Braced against .... . . . .............. . ... ... . lateral-torsional buckling ........... ....... . .. .. . ...... . ............... . D(O.256 L(O.08) D(O.208) L(O.28) 3.5x14.0 _.~kpplied..Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D 0,2080, L 0.280 , Tributary Wdth 1.0 ft PointLoad: D=0.2560, L=0.080k(a)2.Oft DESIGN SUMMARY ~Offl 1. 11-0- ~L~ Maximum Bending Stress Rabo, 0.5771 Maximum Shear Stress Ratio 0.386 :1 Secfion used for this span 3.5xl 4.0 ' . Secbon used for this span 3.5x14.0 fb : Actual 1,674.43psi tv: Actual 111.94 psi FB: Allowable 2,900.00psi Fv: Allowable 290.00 psi Load Combinaton +D+L+H Load Combination +D4L4H Location of maximum on span 7.942ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflecfion Max Downward Transient Deflection 0.262 in Ratio = 732 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.464 in Ratio = 414 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations . ....... .... . . . . .. ... ....... ... Load Combination Max Stress Ratios- Moment Values Segment Length Span # M V Cd C F.,v C i C r C m C I CL M fb Fb +D4+i 0.00 Length = 16.0 it 1 0278 0.194 0.90 1.000 1-DO 1.00 1.00 1.00 1.00 6.91 725.71 2610.00 +D+L.+H 1.000 1.00 I.Do 1.00 1.00 1.00 0.00 Length = 16.0 111 1 0.577 0.386 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.95 1,674.43 2900.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 It 1 .0-200 0.140 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.91 725.71 3625.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 It 1 0.218 0.152 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.91 725.71 3335.00 +M.750Lr+0.75OL-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 ft 1 0.396 0,267 1.25 1,000 1.00 1.00 il-00 1.00 1.00 13.69 1,437.25 3625.00 +D+0,750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Shear Values V fV Fv 0.00 0.00 0.00 1.66 50.73 261.00 0.00 0.00 0.00 3.66 111.94 290.00 0.00 0.00 0.00 1.66 50.73 362.50 0.00 0.00 0.00 1.66 50.73 333.50 0.00 0.00 O.OD 3.16 96.63 362.50 0.00 0.00 0.00 14288 Danielson Street Suite 2W Poway, CA:92064 ... . ....... Project Tide: Engineer Project Descr: Prolect ID: Pdnte&~ 6 OCT 2016, &,52AM W.00)d Beam file C:kUsertlHTKOCCUMEIltENERCA-lVoekLec6 6 ENERCALCJNC. 19M2016, Sulld,15.16.4,115, Ver6.16.4,15.. I sum Description. FBI I - House #2.ArcWl Change CODE REFERENCES .......... Calculations per INIDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Mateeial Properties ...... . . ...... . .... . .......... . ......... . .. . ........... Analysis Method : Allowable Stress Design, Fb - Tension 2,900.0 psi E: Modulus of Elasdc#y Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend-xx 2,000-Oksi Fc - Pdl 2,900.0 psi Eminbend - xx 1,016.54ks! Wood Species Trus Joist Fc - Perp 625.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.050pcf Beam Bracing Beam Is Fully Braced againstlateral-torsional buckling ... . . ........ ... 661 -.-7,) Z'2 56 D10.08) UOX6 t 3.5X11 .875 Span Z50 ft .. . . . .. .. ....... .................. . .plied Loads. Load for Span Number 1 1 Uniform Load: D = 0.080, L = 0.060, Tdbutary Width = 1.0 ft Point Load : D = 1.70, L = 2.250 k (3, 0.0 ft Load for Span Number 2 Uniform Load : D = 0.080, L = 0.060 , Tributary Wdth = 1.0 ft nJ=-Qh--iV Q11MIJAMV 3.5xl 1.875 Span - 5.50 ft Service loads ent~red. Load Factors will be applied for calculations. ;Maximunn Bending Stress Ratio 0. 121 5 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Secfion 'used for this span fb : Actual 1,604.39psi tv: Actual FB: Allowable 2,900.00psi Fv: Allowable Load Combination +D+L+H Load Combination Location of maximum on span 2.500ft Location of maximum on span Span # where maodmum occurs Span # 1 Span 9 where maximum oocurs Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 900 >=360 Max Upward Transient Deflection -0.019 in Ratio = ' 3472 >--360 Max Downward Total Deflection 0.117 in Ratio = 512 >=240, Max Upward Total Deflection. -0.033 in Ratio = 1998>=240, 0.518 :1 3.5x1 1.875 150.25 psi 290.00 psi +D+L+H 1.522ft Span # I Maximum Forces & Stresses for Load Combinations. Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr +D+H Length = 2.50 ft 1 0.252 0.252 -0.90 1.000 1.00 1.00 Length = 5.50 ft 2 0.252 0.252 0.90 1.000 1.00 1.00 iD+L4H 1.000 1.00 1.00 Length = 2.50 ft 1 0.519 0.518 1.00 1.000 1.00 1.00 Length = 5.50 It 2 0.519 0.518 1.00 1.000 1.00 1.00 +D+Lr444 1.000 1.00 1.00 Length = 2.50 It 1 0.181 0.181 -1.25 1.000 1.00 1.00 Moment Values ShearValues C m C t. CL M fb Fb V fv ry 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.50 656.46 2610.00 1.82 65.75 261.00 1.00 1.00 1.00 4.50 656-46 2610.00 0.96 65.75 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 10.31 1,504.39 2900.00 4.16 150.25 290.00 1.00 1.00 1.00 10.31 1,504.39 2900.00 2.12 150.25 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 I.OD 4.50 656.46 3625.00 1.82 65.75 362.50 Project Title: Engineer Prolect ID: Project Descr 14288 Danielson Street Suite 200 E~pwa Nnte* 6OCT2016, &53AM CA 92064 Wood Beam File C:WwrsWKDOCME-IENERCA-1~prEeW.ec6 ENERCALC, INC. 1983-2016, BujW:fi.16A.1l5,Ver,6.16A.15 Description: F826 House #2 Archl Change CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Aflowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasilco Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oks! Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54ks! Wood Species Trus Joist Fe - Perp 625.0 psi Wood Grade Parallam PSL 2.01E Fv 290.0 psi Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 2,025.0 psi Density 45.050 pcf D(2.94). L(3.62) 5-25X1 4.0 Span 20.0 ft Ap ..plied Loads . . . . ...... . ............. ..................... ... . ... . .......... Service loads entered. Load Factors will be applied for calculations. Point Load: D = 2.940, L 3.620 k 14.50 It . . ........ . - - ------ - ---- -- DESIGN SUMAIARY Maximum Banding Stress Rato 0.62R1 Maximum Shear Strm Rabo 0.335 :1 Secton used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual 1,824.31 psi fv : Actual 97.06 psi FB: Allowable 2,900.00psi Fv: Ahowable 290.00 psi Load Combination ' +D+L+H Load Combination +D+L+H Location of maximum on span 14.453ft Location of maximum on span 14.526 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection 0.328 In hato = 730 =360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.595 in Ratio = 403 >--240. Max Upward Total Deflection 0.000 In Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations . . ......... Load Combination Max Stress Ratios Moment Values ShearValues Segment Length Span # M V C d C FN C I Cr Cm C t C L M fl) Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.313 0.167 0.90 1.ODO 1.00 1,00 1.00 1.00 1.00 11.68 817.60 2610.00 2.13 43.50 261.00 +D+L+H 1.000 1.00 1.00 1.00 0.00 D.00 0.00 O-DO Length = 20.0 It 1 0.629 0.335 1.00 I-MO 1.00 11-01) 1.00 1.00 1.00 - 1.00 1.00 26.07 1,824-31 2900.00 4.76 97.06 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 fl 1 0.226 0.120 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.68 817.60 3625.00 2.13 43.50 362.50 +D+S+H 1,000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.245 0.130 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.68 817.60 3335.00 2.13 43.50 333.50 +D40.75OLr4O.750L+H 1.000 1.00 1.00 1.00 .1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.434 0.231 1.25 1.000 1.00 1.00 1.00 1.00 1.00 22,48 1.572.63 3625.00 4.10 83.67 362.50 4D40.75OL40.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 . Length = 20.0 It 1 0.472 0.251 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2Z48 1,572.63 3335.00 4.10 83.67 333.50 Project Title: Engineer: Prolect ID: Project Descr: 14288 Danielson Street Suite 200 60r,T2016, B.-SWJ Wood Beam File= C;WserslHTK\DOr-UME-I\ENERCA-ilprFA§d.ec6 ENERCAI.C. INC. 19a2016. SuOd, Description: FB24 Garfield House #2 - ArcWI Changes CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combinabon Set: ASCE 7-10 Material PrODerties Analysis Method: Allowable Stress Design Fb - Tension 2,000.0 psi E: Modulus of Elssficily Load Combination ASCE 7-10 Fb - Compr 1,400.0 psi Ebend-xx 1,500-Oks! Fc - Pdl 1,500.0 psi Eminbend - xx 79O.Oksl Wood Species : ACJAC, Fc - Perp 560.0 psi Eband-yy 1,400.0 ksl Wood Grade :20F - V12 Fv 265.0 psi Eminbend - yy 740-Oksl Ft 926.0 psi Density 28.70pd Beam Bracing Beam is Fully Braced against lateral-torsional buckling W.: .............. .. ..... - . ... .. .... ..... ... ..... D(2.67 ), L(3.28) D(O.241) Q0.14) I n(n qoi i in AM . Span 19.0 It _,~pplied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Uniform Load: D = 0.390, L 0.490 k1ft, Extent 0.0 ->> 12.50 ft, Tributary Width = 1.0 ft UniformLoad: D=0.24110, 1-4,1140kift, Extent= 12.50->>19.Oft, Tributary Width= 1.0 ft PolntLoad- D=2.670, L=3.280k(q)12,50ft DESIGN SUMMARY 'Maximum Bending Stress Ratio 0.9601 Maximum Shear Stress Ratio 0.421:, 1 Section used for this span 6.75x18 Section used for this span 6.75 x-1 8 fb: Actual 1,811.44ps! fv: Actual 111.49 psi FB: Allowable 1,887.15psV Fv: Aflowable 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 111.1164ft Location of maximum on span 17.544 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # I Mla)dmum Deflection Max Downward Transient Deflection 0.383 in Ratio = 595 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.710 in Ratio = 320 >=240. Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations .... ...... Load Combination Moment Values Shea r Values Segment Length Span # M V C d C IN C i Cr Cm C CL M fb Fb V tv Fv +D+H 0.00 O.GD 0.00 0.00 Length = 19,0 ft 1 0.493 0.223 D.90 0.944 1.00 1.00 1.00 1.00 1.00 25.42 836.85 1698.44 4.31 53.18 238,50 404L+H 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length z 19.0 ft 1 0.960 0.421 1.00 0.944 1.00 1.00 1.00 1.00 1.00 55.02 1,811-44 1887.15 9.03 111.49 265.00 +D+Lr+H 0.944 1.00 1.110 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.355 0.161 1.25 0.944 1.00 00 1.00 1.00 1.00 25.42 836.85 2358.94 4.31 53.18 331.25 +D+s4H 1 0.944 1.00 1120 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.386 0.175 1.15 0.944 1.00 1.00 1.00 1.00 1.00 25.42 836.85 2170.22 4.31 53.18 3D4.75 +D+0.75OLr-+0.750L+H 0.944 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LEGFND: z RERR TC 4. NDr_4yE a,. MtCATS b, L7= 'DOCATE MICAM DOZATE T4 DL Lk 3 L -A~ -700. HOUSE 2 3RD FLOOR FRAMING PLAN ................. 7 )(46 W 44 T7 m o J Litqo—,(Jpl~ J , 0~)634 -~~-J*'--UJaz-4-- /-!16 q-t Tr -2-7 c ............. .3 93) 21 -7 7-4 7- JL 2110 17 ---- -4-1 4 --r- if 7; -7 7~i - + L'C74 T .4 531 ............ 7 W i i i I ! I i I i I . 11, 1 i i 1 j ~ ! ! ; l i t . . . ....... t-4-