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HomeMy WebLinkAbout257 JUNIPER AVE; ; CB162715; Permit(bty of C~'lsbad Print Date: 05/15/2019 Permit No: CB162715 Job Address: 257 Juniper Ave Permit Type: BLDG-Residential Work Class: Addition Status: Closed - Expired Parcel No: 2042402900 Lot #: Applied: 07/13/2016 Valuation:' $ 166,981.00 Reference #: Issued: 01/06/2017 Occupancy Group: Construction Type Permit Finaled: # Dwelling Units: Bathrooms: Inspector: TFraz Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: Project Title: Description: FOURMONT: 897 SF ADDTION @ 2ND FLR OF 3 BED 1 BATH// REMODEL APPROX 275 SF 1ST FLOOR. Owner: COOWNER FOURMONT PAT P&MICHELLE E 257 Juniper Ave CARLSBAD, CA 92008 FEE AMOUNT BUILDING PERMIT FEE $2000+ $863.78 BUILDING PLAN CHECK FEE (BLDG) $37.28 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $66.00 GREEN BUILDING STANDARDS PLAN CHECK $166.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 5B1473 BUILDING STANDARDS FEE . $6.68 STRONG MOTION-RESIDENTIAL $21.71 SWPPP INSPECTION FEE TIER 1 - Medium . $232.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 Total Fees: $ 1,722.45 Total Payments To Date: $ 1,722.45 Balance Due: $0.00. Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaétion." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees /exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. EXPIR ED "PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AMENDE93Y C.M.C.18.o4.Q3 DATEI S '1 SIGNATURE _& Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1760-602-2700 1760-602-8560 f I www.carlsbadca.gov p ITHE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING DENGINEERING DBUILDING [--]FIRE DHEALTH DHAZMATIAPCD I 4City f Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Cdisbad email: buildingcarIsbadca.gov www.carlsbadca.gov Plan Check No. (0 —L71 S Est. Value Plan Ck. Deposit voto Date 7((3/fb Iswppp JOB ADDRESS 7 J UN iP& riuI I SUITEI/SPACE/UNIT# I APN TP-nq -240 - -00 CT/PROJECT # LOT A PHASE fl # OF UNITS I # BEDROOMS A BATHROOMS TENANT BUSINESS NAME CONSTR. i7 GROUP GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) ADD sFeJ I, fc=wneagave k-rCJii) ev1 i i9ri4 ), ,ems V S N. /'V'Ql- ET21-I-6t11 ADD &)ftLL- /J P,4M/Ly /ZO/W, 401) DooR 7 , otrrS'/Oi OF H00S,6 ,pJ grHf.o,q, fEPi7OPEI. 8/77-f ROOM EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE 's4_NOIJ I AIR CONDITIONING YESDNOD IFIRESPKLERS YES$NOD APPLICANT NAME Primary Contact P PTS C1I Eo I..) r2rY)O PROPERTY OWNER / pccre.c!(< PouMbtT ADDRESS 2fl ADDRESS 27 J0 h969- AVS'JUE CITY STATE ZIP CJ\12-LB-\D c-.P' gzoo CITY STATE ZIP (1 QLS e,1q-n 4 t?01)3 PHONE FAX PHONE IFAX EMAIL EMAIL /I-)e-U& 00 I DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL STATE LIC. # STATE LIC.# CLASS CITY BUS. LIC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permitto construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (ChapterS, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 0001]30050 Workers' Compensation Declaration: I hereby affirm under penalty of pe4u,y one of the following declarations: i:i 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 isissued. C] 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. Expiration Date This section need not be completed If the permit is for one 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. CONTRACTOR SIGNATURE 0 AGENT DATE ®olD000110 (Ic17O®() I hereby affirm that lam exempt from Contractor's Ucense Law for the following reason: [J I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees provided that such Improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). [] lam exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement DYes [:]No I (have! have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address! phone/contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address! phone! contractors' license number): I will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name! address! phone! type of work): ..gPROPERTY OWNER SIGNATL ) []AGENT DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? CI Yes CI No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? CI Yes CI No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? CI Yes CI No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address WA P PLICANT CERTIFICATION - I cerdlythatlhaveimadtheappttcationandstatethattheabovelnformation iscorrectandthatthe Information on the plans lsaccurate. I agree tocomplywith all Cityordinances and State laws relating Io buildlngconslructlon. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA An OSHA permit is requtred for excavations over 50 deep and demolition or construction of structures over 3 stories to height EXPIRATION: Every permit issued by the Buildin rovisians of this Code shall expire by limitation and become null and void ff the building or work authorized bysuch permit isnot commenced vethin l8o days liom the date ofsuch ne urgor utho abandoned at 106.4.4 Untiomi Building Code). lei .'APPLICANT'S SIGNATUR / DATE 7 '-V- - —> STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CE R TIFICATE OF OCCUPANCY (Commercial Projects Onlyl Fax (760) 602-8560, Email buiIdinaCar1sbadca.pov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICK UP: D CONTACT (Listed above) a OCCUPANT (Listed above) a CONTRACTOR (On Pg. 1) o ASSOCIATED CB# MAIL TO: a CONTACT (Listed above) o OCCUPANT (Listed above) a CONTRACTOR (On Pg. 1) 0 NO CHANGE IN USE / NO CONSTRUCTION MAIL/ FAX TO OTHER: D CHANGE OF USE / NO CONSTRUCTION ..'APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Residential Application Date: 07/13/2016 Owner: COOWNER FOURMONT PAT P&MICHELLE E Work Class: Addition Issue Date: 01/06/2017 Subdivision: PALISADES #2 Status: Closed - Expired Expiration Date: 04/08/2019 Address: 257 Juniper Ave Carlsbad, CA 92008 IVR Number: 715761 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Checklist Item COMMENTS BLDG-Building Deficiency Tighten Hold Down bolts, install new UP 4s in stairway, nail straps at various locations, foam holes and openings from crawl space to 1 St floor, 2nd to 3rd, 3rd to loft, etc Passed No BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers No No Need Iight,switch and service receptacle in No FAU space No 08/27/2018 08/27/2018 BLDG-43 Air 068258-2018 Failed Tim Frazee Reinspection Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Not Ready No BLDG-84 Rough 068260-2018 Partial Pass Tim Frazee Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Tighten Hold Down bolts, install new UP No 4s in stairway, nail straps at various locations, foam holes and openings from crawl space to I st floor, 2nd to 3rd, 3rd to loft, etc BLDG-14 Needs more shear panels on 2nd floor, No Frame-Steel-Bolting-Welding under floor screens and moist stop around (Decks) windows BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Need lightswitch and service receptacle in Yes -. FAU space BLDG-44 No Rough-Ducts-Dampers 09/25/2018 09/25/2018 BLDG-18 Exterior 070908-2018 Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Ext lath OK Yes 10/10/2018 10/09/2018 BLDG-17 Interior 072349-2018 Passed Tim Frazee Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes May 15,2019 Page 3of3 Permit Type: BLDG-Residential Application Date: 07/13/2016 Owner: COOWNER FOURMONT PAT P&MICHELLE E Work Class: Addition Issue Date: 01/06/2017 Subdivision: PALISADES #2 Status: Closed - Expired Expiration Date:• 04/08/2019 Address: 257 Juniper Ave IVR Number: 715761 Carlsbad, CA 92008 Actual Scheduled Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 07111/2018 07/11/2018 BLDG-43 Air 063700-2018 Failed Paul Burnette Reinspection Complete Cond./Furnace Set - Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-84 Rough 063701-2018 Failed Paul Burnette Reinspection Complete Combo(14,24,34,44) Checklist Item COMMENTS. Passed BLDG-Building Deficiency No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 . . . No Rough-Ducts-Dampers 0812012018 08120/2018 BLDG-43 Air 067462-2018 Cancelled Paul Burnette Reinspection Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency . No BLDG-84 Rough 067463-2018 Cancelled Paul Burnette Reinspection Combo(14,24,34,44) Checklist Item COMMENTS, Passed BLDG-Building Deficiency No BLDG-14 . No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No. BLDG-44 . . . No Rough-Ducts-Dampers 08/2212018 08/2212018. BLDG-43 Air 067728-2018 Failed Tim Frazee Reinspection Cond./Furnace Set Checklist Item COMMENTS - Passed BLDG-Building Deficiency No BLDG-84 Rough' 067729-2018 Failed Tim Frazee Reinspection Combo(14,24,34,44) Complete Complete Complete Complete May 15, 2019 Page 2 of 3 Permit Type: BLDG-Residential Application Date: 07/13/2016 Owner: COOWNER FOURMONT PAT P&MICHELLEE Work Class: Addition Issue Date: 01/06/2017 Subdivision: PALISADES #2 Status: Closed - Expired Expiration Date: 04/08/2019 Address: 257 Juniper Ave Carlsbad, CA 92008 - IVR Number: 715761 Scheduled Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date 03115/2017 0311512017 BLDG-SW-Pre-Con 016665-2017 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes • 06/20/2017 06/20/2017 BLDG-11 026659.2017 Failed Paul Burnette Reinspection Complete FoundationlFtg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/26/2017 06126/2017 BLDG-11 027132.2017 Partial Pass Paul Burnette Reinspection Incomplete Foundation/FtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency - No 08/0112017 08/01/2017 BLDG-12 Steel/Bond 030235-2017 Passed Paul Burnette Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11I07/2017 11/07/2017 BLDG-15 039847-2017 Failed Michael Collins Reinspection - Complete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No 12/1812017 12/18/2017 BLDG-15 043649-2017 Cancelled Michael Collins Reinspection Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled, Not ready No BLDG-Building Defidiency Not ready No 01104/2018 01/04/2018 BLDG-15 044908.2018 Passed Michael Collins Complete RooflReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled, Not ready No BLDG-Building Deficiency Ok to dry in. See card for notes Yes BLDG-Building Deficiency Not ready No 04124/2018 04/2412018 BLDG-11 055887.2018 Partial Pass Paul Burnette Reinspectibn Incomplete FoundationlFtglPier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency • No May 15,2019 • • Page lof3 IN CIUUS11AN WHEELER. 17 N C. I N E r It I N C l•Irl:.r) ir•:poi -r .PojcctNanic Fnurrnonr Residence Addition CWE# 2160562 Date 6/22/17 pv, 1 of 1 PmjecrAddrvss 257 Juniper Avenue, Carlsbad Pem,it# Project File # Contractor Pat lisurmont Architect Suhcontmaor Engineer o Reinforced (:o,1cre 0 Pre-Stressed (oncrcle 0 Reinforced Masonry 0 Epoxy Anchors 0 Shop Welding 0 Field Welding O ITigh Strength I3,11s 0 Non-r.)csrmcrive 1'esring 0 Mcchanical Anchors 0 Pireproofing 0 Wood/Metal Shear 0 Waterproofing looLing Observation 0 Asphalt Obs/'lcsring 0 Soil Obs/lesting 0 Roofing 0 Building Envelope 0 fth,zethil/Eqiziprnene Arrived on Site, as requested, to provide the following scrviccs: Obscuration of f . undarion excavations for the proposed addition. The foundation excavations observed are marked on the CWR field plans, and included pad footings for Gndlinc E-3, D-3, C-3 and E-2.5. Steel reinfincing was set in the footings prior to arrival. '.Ihe looting excavations observed are minimally dimensioned and founded into proper beating strata (paralic dcptusits) in accordance with the project geotechnical report. The excavated bottom of the footing probes firm and unvieldiiig. The soils exposed in the bottom of the footing were judged to have a low expansion potential. From it georcchnical perspective, the conventional footings excavations observed today are considered suitable. All loose, sloughed material should be removed prior to placement of concrete. If rain occurs between the time of our visit and the placement of concrete for the footings, CWE should be contacted to re-observe the foundation excavations. In addition, CWE should be contacted to observe the remaining foundation excavations pilot to placement ni torms and steel. NOTED DISCREPANCIES - The items noted below were observed to be iii non-conformance wit h the approved project documenrs and will require correction or the design engineer's review for approval: NOTICE: Unless otherwise stated, the work observed was, to the best of my knowledge, in compliance with the approved project documents. It should be noted that the work reported as being Observed, ccsLCd, and opinions expressed are solely for the benefit of our client and that our presence and the services provided do not relieve the contractor fri urn its uublugalion to meet contractual rcrjuurenxnts. Troylson c:EG #2551 Jnspccior/Technkian Name Cereilkarion # nsjicct'Or cc nicIanc .dgnarurt' !,,ithsl.Drstril,inion: pat@sunimittee1.iict Rci ic wet Name Certification # Rerieivers S,'narure Rcrieived Distribution: 3980 Home Avenue + San Diego, CA 92105 + 619-5501700 + FAX 619-550-1701 O & )* ri ON-am" •9 --tLF'Vü2' • umqmd o low •oms3s1 o ON 11 m JOHS$KL (fl(1 1L9w1 flv(J —1P(YI i7 ____ _:_—'_ fit - -t'I 51h1 -'(i ___ ___ "7ç j7- Uçp mYw1 /r1 ç,1 . All 04 __ Llc7 -.CIO 'q ,. All, ,74 ' ri X h -- .• __ _ - -z '_LfrT .LP 11 14 aw'y ry-z7 -- - hi .4 1*zYtT 7fWtY17(f - S __ WAX G~sw - - 'Si i,ouaL-.. —1'( ,li• 0h IAWMW @6ntavJ€ "ff a aT ° U rvsw=mmmft U Uomw U •• ony,' is .5 lOdSNI '—ep • .5-k - -fl....- - 420 Compass Road • Ocean&ide 0CA.92054 uSI ,. Office (760) 277-0404• Fax(760 453-2144 NARBETH STRUCTURAL INSPECTION JOB NO. 0 Authorized - (] ACI 1D ICBO Special Inspector 0 REINFORCED CONCRETE 0 STRUC1 STEEL ASSEMBLY 0 SPFY-APPUED FIREPROOFING 0• PRE-STRESSED CONCRETE 0 REINFORCED GYPSUM 0 OTI-ER 0 REINFORCED MASONRY 0 DEEP FOUNDATION JOB ADDRESS 25'/iI (,c2,2 BUILDING PERMIT NUMBER TPLAN 0314 --) -4,14- •®I FILE NUMBER OWNER OR PROJECT NAME - /rl~/J7- / °/414iZ,a,J ' ARCHITECT 4,. 11. CONSTR. MAVL (TYPE, GRADE. ETC.) DESIGN , STRENGTH SOURCE OF MFGR. 8 ENGINEER : DESCRIBE MAVL (MDC DESIGN. RE-BAR GRADE & MFGR. WELD-ROD. ETC.) GENERAL CONTRACTOR - O'/I'- CONTR. DOING REPORTED WORK p LAB. RECEIVING & TESTING CONSTR. MAVL SAMPLES o INSPEC@ DATE - ARRIVAL @ TIME DEPARTURE TIME DETAILED LOCATION OF WORK INSPECTEDTION REPORT OF -. TEST SAMPLES TAKEN. WORK REJECTED, JOB PROBLEMS, I?ROGRESS. REMARKS, ETC. WORK INCLUDES INFORMATION A80U1.AMOUNTS OF MATERIAL PLACED OR WORK PREFORMED, NUMBER, TYPE & IDEN1 NO'S OF INSPECTED TEST SAMPLES TAKEN, STRUC1 CONNECTIONS (WELDS MADE, H.T. BOLTS TORQUED) CHECIOD, ETC. ___ ____ s',j'•• £,, 1• /2 / • -I ( f • I /JJ.'i, £ 6'1•. / c j,,/ 7c th - her, ___ ) () "n '/i•/ / ___ _____ .f/?. 54- 5"A/;,1Jfd • IIOL/f ?' I),2,L,fl, IiJ/7',4' t/Vfcd 17-1 ____ • /(J THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILITTO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES.:! TO THE BEST OF MY KNOWLEDGE, WORK INSPECTED WAS IN ACCORDANCE INSPECTOR (paJrcR uT 4 . Il 7J WITH THE SOIL INVESTIGATION RECOMMENDATIONS. THE APPROVED PLANS - ' SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE U.B.C. BUILDING CODE, SIGNATURE UNLESS OTHERWISE NOTED. •- DATE SIGNED I7( F/? CERTIFICATE N(._ 5 / WHITE NSI CANARY - Contractor PINK - Building Official February 11, 2019 t7cety of Carlsbad FOURMONT PAT P&MICHELLE E 257 JUNIPER AVE CARLSBAD, CA 92008 RE: BUILDING PERMIT EXPIRATION PERMIT NUMBER: CB162715 ISSUE DATE: 01/06/2017 ADDRESS: 257 Juniper Ave PERMIT TYPE: BLDG-Residential, Addition Carlsbad, Ca 92008-8244 Our records indicate that your building permit will expire by limitation of time on 04/08/2019. 1804030 Section 105.5 amended -Expiration: Every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 calendar days from the date of such permit. or if the building or work authorized by such permit is stopped at any time after the work is commenced for a period of 180 calendar days, or if the building or work authorized by such permit exceeds three calendar years from the issuance date of the permit Work shall be presumed to have commenced if the permittee has obtained a required inspection approval of work authorized by the permit by the Building Official within 180 calendar days of the date of permit issuance. Work shall be presumed to be stopped if the permittee has not obtained a required inspection approval of work by the Building Official within each 180 day period upon the initial commencement of work authorized by such permit Before such work can be recommenced, a new permit shall be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, and provided that no changes have been made or will be imade in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. In order to renew action on a permit after expiration, the permittee shall pay a new permit fee. Any permittee holding an unexpired permit may apply for an extension of time within which work may commence under that permitwhen the permittee is unable to commence work within the time period required by this section for good and satisfactory reasons. Please check below indicating your intentions and return this letter to us. D Project abandoned. Anew permit will be obtained prior to commencing work D Permit 180 day extension request, with written explanation including phone number and email address Request will not beconsidered without explanation D Renewal permit requested. If the project has been completed and only a final inspection is needed, please call the inspection request line at (760) 602-2725. If you have any questions, please contact the Building Inspection Division at 760-602-2700. Community & Economic Development Building Division 1 1635 Faraday Avenue, Carlsbad, CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov EsGil Corporation In (Partners/lip wit/i government for(Building Safety DATE: Dec 14, 2016 JURISDICTION: Carlsbadi, PLAN CHECK NO.: 16-2715 PROJECT ADDRESS: 257 Juniper Ave. SET: III (3 APPLICANT 1URIS. O PLAN REVIEWER U FILE PROJECT NAME: Room Additions/ Remodel for Fourmont Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. E The plans transmitted herewith will substantially comply, with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. Eli EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: -- Telephone #: Date contacted: (b)9) Email: Mail Telephone Fax In Person REMARKS: Spiral stairs and HVAC to be deferred per designer's response and comments in the plan set. By: Rich Moreno for R.F. Enclosures: EsGil Corporation OGA EEJMB El PC Dec 8, 2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 . EsGil Corporation In Partnersliip with government for Bui(iing Safety DATE: 10/20/16 JURISDICTION: Carlsbad PLAN CHECK NO.: 16-2715 SET: II PROJECT ADDRESS: 257 Juniper Ave. U .PPLICANT LYJURIS. O PLAN REVIEWER O FILE PROJECT NAME: Room Additions/ Remodel for Fourmont Residence LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The checklist transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Patrick Fourmont E Mail EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Patrick Fourmont Telephone #: (760) 419-2590 Date contacted: (012-0 f/(by: 3K) Email: Iandcruicnmanyahoo.com pat@summitsteel.net Mail /f'eIephone Fax In Person LI REMARKS: Contractor portion of the Special inspection will need to be completed as well as the waste management form. By: Ray Fuller Enclosures: EsGil Corporation 0 GA El EJ 0 MB El Pc 10/13/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 16-2715 10/20/16 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit THREE 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 two corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of architectural sheets will be signed by architect and that the structural sheets and any new calculations will be stamped and signed by engineer and /or architect of record also. Missing signature on A3.2? The City of Carlsbad limits additions to I story and less than 500 sq ft without aw soils report. The additions are 897 and three stories. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please verify report is current (as most reports expire after one to three years. Soils report cannot be a deferred item (unless City states so). Please provide the report with next submittal so can verify recommendations are incorporated into design. 5. Provide a letter from the soils engineer confirming that the foundation plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Still would apply. 7. Provide the following design requirements for the tankless water heater. a) Provide on the plans a complete gas pipe design. The California Plumbing Code gas sizing Tables found in Chapter 12 is the adopted recognized pipe sizing methods that are acceptable. The Rinnai Table submitted and imprinted on the plans will require that a variance be applied for with the City for acceptance. Please revise the pipe sizing to comply with the appropriate Table in the CPC or apply to the City for a variance. The other option is to change the 3/4" to 1" on A2.3.1 4.. Carlsbad 16-2715 10/20/16 d) A 120 volt receptacle accessible to the heater installed within 3 feet. Could not locate 11. The energy calculations are reflecting one new FAU and AC unit and one altered FAU and AC. Plans to reflect location of altered FAU and AC unit and new AC unit. Where is the existing and proposed AC units (AC's are required to be at exterior location). Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. Bedroom 3 is shown with no complying egress window on either floor. A 3040 XO only provides 4.5 openable area instead of 5.7 and 14 1/2" clear width instead of required 20". Still applies. Be4droom 3 on 2nd floor is noting window n-213 which states this to be 4640 XO. The window scales 36". Elevation reflects this to be 3040 casement. Adjacent to window n-213 is n-2C.l This window is not addressed on window schedule. Cannot confirm light, ventilation, egress or if fenestration matches energy until window schedule and plans are coordinated. The upper portion of bedrooms at loft areas must be provided with egress also as this a potential sleeping area. The 3016 at bedroom 1 and 3040's at bedrooms 2 and 3 do not meet egress. Still applies. In addition there is a window that is not identified on A2.2.2. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Section R311.7.6. See stairs leading up to hallway leading to bedrooms I thru 3 on A2.2.1. Clearly show a 36" clear landing at top of spiral staircase. Plans to reflect how spiral staircase is to be supported . When supported by a wood framing then a adequate beam to support the dead and live point load from spiral staircase and a adequate beam width for base plate type including edge distance for connections and type / length of connection to base plate to beam. In addition the floor framing for loft appears to be support by 4 x10's attached to spiral and would need spiral design for this? Detail 12/S2.2 is to be approved by spiral staircase manufacturer as not a standard detail and weld symbol provided. Provide I.C.C. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered. The plan will required a wet signature/date of expiration from a licensed engineer in the State of California. It appears you are deferring this and if so see item below. No ICC report number or wet signed master plan provided. If neither of these being used the will required stamped and signed calculations. (FYI the response was EsGil has accepted this for 10 years. Have talked to Kurt Culver and he has assured me that this has not been the case.) Carlsbad 16-2715 10/20/16 If spiral staircase to be deferred then on the cover sheet note "Submittal documents for deferred submittal items (spiral staircase) shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official. Electrical plan to reflect how (not note) how the lighting including exterior lights will comply with the residential energy lighting requirements. Residential energy lighting requirements: ES 150.0(k) In the kitchen, at least one-half of the wattage rating of the fixtures must be high efficacy. In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Lighting installed ingarages, laundry rooms, and utility rooms shall be high efficacy and be controlled by vacancy sensors. High efficacy fixtures are required for all other rooms (not described above) or low efficacy fixtures are allowed if controlled by a dimmer or a vacancy sensor. Outdoor lighting fixtures that are attached to a building are required to be high efficacy or be controlled by a combination photo-control/ motion sensor. Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes () No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation S' In Partners/Up with government for(Building Safety DATE: 07/25/16 U APPLICANT 4 JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: 16-2715 SET: I PROJECT ADDRESS: 257 ,Juniper Ave. PROJECT NAME: Room Additions/ Remodel for Fourmont Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Patrick Fourmont E Mail R EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Patrick Fourmont Telephone #: (760) 419-2590 fate co,ptacted: -7S (by: \Cj Email: landcruisnman@yahoo.com all / etephone Fax In Person El REMAR' By: Ray Fuller Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 07/18/16 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 16-2715 07/25/16 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 16-2715 JURISDICTION: Carlsbad PROJECT ADDRESS: 257 Juniper Ave. FLOOR AREA: Additions 897 Remodel 275 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 07/13/16 DATE INITIAL PLAN REVIEW COMPLETED: 07/25/16 STORIES: 2 plus Loft HEIGHT: 32 ft per CRC DATE PLANS RECEIVED BY ESGIL CORPORATION: 07/18/16 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 16-2715 07/25/16 1. Please make all corrections, as requested in the correction list. Submit THREE 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 two corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of architectural sheets will be signed by architect and that the structural sheets and any new calculations will be stamped and signed by engineer and /or architect of record also. Plans were not signed. 3. The City of Carlsbad limits additions to I story and less than 500 sq ft without aw soils report. The additions are 897 and three stories. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please verify report is current (as most reports expire after one to three years). Provide copies of any updated reports and verify soils report addresses current code parameters (IBC and not UBC) liquidation potential etc. 4. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 5. Provide a letter from the soils engineer confirming that the foundation plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 6. The energy calculations are taking credit for a tankless water heater (42%) in order to comply with energy usage. Show water heater size, type, and location on plans. Plans to reflect location of gas meter and existing /proposed water heater. Carlsbad 16-2715 07/25/16 7. Provide the following design requirements for the tankless water heater. Provide on the plans a complete gas pipe design. The gas load for the water heater shall be a minimum of 200,000 BTU/hr. This cannot be a deferred item. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. 0 The "B" vent installed in a straight position (no bends) from the room containing the water heater to the roof termination (for future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3 feet. Pressure relief must extend to the exterior. Verify adequate combustion air is provided unless mounted outdoors or noted on plans to be direct vented (energy calculations do not reflect this) 8. If applies: In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 508.14 9. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3 10. For all new 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. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.00) 2. 11. The energy calculations are reflecting one new FAU and AC unit and one altered FAU and AC. Plans to reflect location of altered FAU and AC unit and new AC unit. 12. Is existing electrical panel location unaffected by proposed addition(s) and is it adequate for the additional sq footage proposing? 13. Could not locate the required carbon monoxide alarm outside of bedrooms on 2nd floor. 14. Show or note dryer vent to the exterior with termination to be a minimum of 3 ft from any opening and 5 ft from the AC condensers per ESI50.0.h 3 (a) if applies. Appears to be within 3 ft of door 15. Show or note on plans that a 100 sq inches of make up air is required in laundry room (to make up of exhaust air being vented out by dryer and for any exhaust fan if one was provided). 16. Provide a special inspection list for this project and complete attached form. Carlsbad 16-2715 07/25/16 Please note eave projections to be 10 1/2 " or less at west side or will require to be one hour rated at the underside when between two and five feet from property line. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Could not locate this note. Show or note that exterior doors may swing outward only if the exterior landing is not more than 11/2 inches lower than the top of the threshold. R311.3.1 See door N2 for example. Please revise plans to comply with 2013 CRC. Some examples are listed below. Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. Bedroom 3 is shown with no complying egress window on either floor. A 3040 XO only provides 4.5 openable area instead of 5.7 and 14 1/2" clear width instead of required 20". The upper portion of bedrooms at loft areas must be provided with egress also as this a potential sleeping area. The 3016 at bedroom 1 and 3040's at bedrooms 2 and 3 do not meet egress. The stairs and required landings must be reviewed closely. Any stairs provided must comply with current codes. The stairs leading to lofts 1, 2 and 3 do not comply. Having one legal stairs (spiral) and others being non conforming are not allowed. (FYI ladders are not a option). Detail and reference required stairway and landing details for proposed stairs leading to lofts per Section R311.7 Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". Minimum headroom is 6-8". See top of stairs where need to dimension head height. C) Minimum width is 36". The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. A nosing (between 3h" and I 14) shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.5.3 If applies: Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311.7.5.1 Carlsbad 16-2715 07/25/16 25. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Section R311.7.6. See stairs leading up to hallway leading to bedrooms 1 thru 3 on A2.2.1. 26. Plans to reflect how spiral staircase is to be supported . When supported by a wood framing then a adequate beam to support the dead and live point load from spiral staircase and a adequate beam width for base plate type including edge distance for connections and type / length of connection to base plate to beam. In addition the floor framing for loft appears to be support by 4 xlO's attached to spiral and would need spiral design for this? 27. Provide I.C.C. Research Report and number for metal stairway, or submit plans and calculations and approved fabricator registered. The plan will required a wet signature/date of expiration from a licensed engineer in the State of California. It appears you are deferring this and if so see item below. 28. If spiral staircase to be deferred then on the cover sheet note "Submittal documents for deferred submittal items (spiral staircase) shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official. 29. Electrical plan to reflect how (not note) how the lighting including exterior lights will comply with the residential energy lighting requirements. 30. The loft for bedroom I is considered a habitable room and must be shown to comply with the following: Every dwelling unit shall have at least one habitable room that shall have not less than 120 square feet of gross floor area. Section R304.1 Habitable rooms shall have a floor area of not less than 70 square feet and shall not be less than 7' in any horizontal dimension. Section R304.2. & Section R304.3 31. Plans and calculations need to be reviewed by engineer or record to verify that they are complete and that they reflect a complete vertical and lateral load path from roof sheathing to foundation below. Some examples are listed below. 32. FB7 to reflect post above similar to what is shown for FBS 33. Various vertical members shown on S2.1 are identified (as noting FB-X). 34. Could not determine how intersection of FBIO and FB 12 are supported. Appears to be missing post and spread footing size. Recheck all locations. 35. Plans to reflect all beam to beam connections. Carlsbad 16-2715 07/25/16 Could not locate FB 8 on the plans? No connection shown from bottom flange of TJI to 3 x nailer for detail 12/SDI.2? Lateral calculations are incomplete and/or do not match calculations. Plans to reflect \correct type and lengths of shear walls as well as correct hold down types. Structural to be rechecked when plans completed and stamped and signed by engineer-of-record (or stamped and signed letter stating that plans have been reviewed and found in compliance with recommendations. . CITY of CARLSBAD REQUIREMENTS All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1500 psf for this exception. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. If CalGreen requires a Waste Management Plan, the applicant shall submit the Carlsbad special form for this. Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes () No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 16-2715 07/25/16 (DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 16-2715 PREPARED BY:Ray Fuller DATE: 07/25/16 BUILDING ADDRESS: 257 Juniper Ave. BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Additions 897 166.81 149,629 Remodel 275 45.78 12,590 Air Conditioning 897 5.31 4,763 Fire Sprinklers TOTAL VALUE 166,981 Jurisdiction Code ICb IBY Ordinance I - $863 Bldg. Permit Fee by Ordinance I .91 I Plan Check Fee by Ordinance j I $561.541 Type of Review: IZI Complete Review fl Structural Only D Other E] Repetitive Fee Repeats El Hourly I lHr. © * EsGil Fee I I $483.791 Comments: in addition to the above fee, an additional fee ..pL$43Js JiL@ $86/hr) for the CaiGreen review. Sheet 1 of I macvalue.doc + CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL. Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 07/27/2016 PROJECT NAME: FOURMONT RESIDENTIAL ADDITION PROJECT ID:CB162715 PLAN CHECK NO: '1 SET#: 1 ADDRESS: 257 JUNIPER AVE APN:.2042402900 VALUATION: $151,918 SCOPE OF WORK: ADD 897 SF: SECOND FLOOR AND REMODEL This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes E] No To determine status by one or more of these divisions listed below, please contact 760-602-2719. F-1 This plan check review is NOT.OMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: LANDCRUISNMAN@YAHOO.COM - 1iL.hJ ENGINEERING IIi)tX I 760-602-2750 Lj Chris Sexton Chris Glassen F~ Greg Ryan. 760-602-4624 . 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov i Christopher.GIassen@carIsbadca.gov Gregory.Ryan@carlsbadca.gov F-1 Gina Ruiz Linda Ontiveros .F] Cindy Wong • 760-602-4675 760-602-2773 760-602-4662. Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ValRay Nelson Dominic Fieri 760-602-2741 . 760-602-4664. ValRay.Marshall@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: -J FOURMONT RESIDENTIAL ADDITION PLAN CHECK NO# 1 'r.1TU Outstanding issues are marked with 1 . Items that conform to permit EiW1TNrnhi requirements are marked with E7J or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: NO CITY OWNED EASEMENTS EZJ North arrow LJ Existing & proposed structures EZJ Existing street improvements r 17 Property lines (show all dimensions) EJ Easements LJ Right-of-way width & adjacent streets EJ EJ Driveway widths c: EJ Existing or proposed sewer lateral LJ EJ Existing or proposed water service EJ c: Submit on signed approved plans: DWG No. Show on site plan: EJ I E::J Drainage patterns EJ LII Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. :i =ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". EIJ EJ Existing & proposed slopes and topography i E:JS. location, 'alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. II.J LJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: 171 Site address Assessor's parcel number Legal description/lot number LIJ For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EJ EJ Show all existing use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: BLK R LOT 1 MAP 1803 Subdivision/Tract: PALISADES #2 Reference No(s): E-36 Page 2 of 6 REV 6/01/12 14 FOURMONT RESIDENTIAL ADDITION PLAN CHECK NO # 1 DISCRETIONARY APPROVAL COMPLIANCE N/A L__i Project does not comply with the following engineering conditions of approval for project no.: DEDICATION REQUIREMENTS N/A Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding S24.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. -I Dedication required as follows: IMPROVEMENT REQUIREMENTS FIA 99-07 :J All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds ALREADY $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. RECORDED ON EJ PROPERTY Public improvements required as follows: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. I-I J Future public improvements required as follows: E-36 Page 3 of 6 REV6/01112 FOURMONT RESIDENTIAL ADDITION PLAN CHECK NO# 1 p.. .4 N/A GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. EJ=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" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. EJ EJ Graded Pad Certificètion required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. LII No grading permit required. El IJ Minor Grading Permit required. See additional comments for project-'specific requirements. MISCELLANEOUS PERMITS RIGHT-OF-WAY. PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. . El Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 17 FOURMONT RESIDENTIAL ADDITION PLAN CHECK NO# 1 7. STORM WATER Construction Compliance E:J IJ Project Threat Assessment Form complete. L1 EJ Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) I-I EJ Requires Tier 2 Storm Water Pollution. Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance LJ Storm Water Standards Questionnaire complete. El Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. El EJ Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.ciov/business/building/Doóuments/EnpStandsw-stds-v014-ch2.Ddf El EJ Project needs to incorporate low impact development strategies throughout in one or more of the following ways: J Rainwater harvesting (rain barrels or cistern) J Vegetated Roof El Bio-retentions cell/rain garden El Pervious pavement/payers El Flow-through planter/vegetated or rock drip line . J Vegetated swales or rock infiltration swales J Downspouts disconnect and discharge over landscape EJ Other: j E-36 Page 5 of 6 REV 6101/12 FOURMONT RESIDENTIAL ADDITION PLAN CHECK NO # 1 if 14 8. WATER METER REVIEW Domestic (potable) Use EJ J What size meter is required? J jJ 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 chargé and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. r: fl For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a.lot.larger than one quarter (1/4) acre where the meter size shall be %". 9. FEES EJLJ r _171 Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? J yes no Permit No. Permit No. Project built after 1980 ayes no. Impervious surface > 50% Jyes Mno Impact Unconstructed facility • Jyes 1:1 no Fire sprinklers required • Jyes tJno (is addition over 150' from center line) Upgrade Jyes Dno No fees required 10. ADDITIONAL COMMENTS Attachments: []Engineering Application Storm Water Form [] Right-of-WayApplicatlon/info. [J Reference Documents E-36 Page 6 of 6 REV 6/01/12 Fee Calculation Worksheet " ENGINEERING DIVISION Prepared by: Address: Fees Update by: Date: GEO DATA: LFMZ: I B&T: Bldg. Permit #: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: Types of Use: Sq.Ft./Units EDU's: ADT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: Types of Use: - Sq.Ft./Units ADT's: Types of Use: Sq.Ft./Units ADT's: FEES REQUIRED: Within CFD:OYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEE:DNW QUADRANT ONE QUADRANT OSE QUADRANT OW QUADRANT ADT'S/UNITS: X FEE/ADT: I 23RAFFIC IMPACT FEE: ADT'S/UNITS: X FEE/ADT: I BRIDGE & THOROUGHFARE FEE: EJ DIST. #1 JDIST.#2 EDIST.#3 (USE SANDAG)ADT'S/UNITS X FEE/ADT: I FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: 4 SEWER FEE EDU's X FEE/EDU: I BENEFIT AREA: EDU's X FEE/EDU: I DRAINAGE FEES: PLDA: EIHIGH F-1 MEDIUM r-1 LOW ACRES: X FEE/AC: POTABLE WATER FEES: UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL ***This may not represent a comprehensive -list of fees due forthis project. Please contact the Building division at (760) 602-2719 for a complete listing Of. fees PLANNING DIVISION 44&-P> BUILDING PLAN CHECK Development Services Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carIsbadca.ov DATE: 10-12-16 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 16-2715 SET#: 2 ADDRESS: 257 Juniper Av APN: 204-240-29-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required El Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: landcruisnman@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Chris Glassen Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christopher.Glassen@carlsbadca.gov Greeorv.Ryan@carlsbadca.gov Gina Ruiz ValRay Marshall Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov ValRay.Marshall@carlsbadca.gov Cynthia.Won@carlsbadca.ov Linda Ontiveros Dominic Fieri 760-602-2773 760-602-4664 Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB 16-2715 Address 257 JuniøerAv Date 10-12-16 Review #2 Planner Chris Sexton Phone (760) 602-4624 APN: 204-240-29-00 Type of Project & Use: addition Net Project Density: 1 .0 DU/AC Zoning: General Plan: a Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: 1 2 3 Legend: Item Complete II Item incomplete - Needs your action 0 0 Environmental Review Required: YES 0 NO 0 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 0 0 Discretionary Action Required: YES 0 NO 0 TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 0 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 CA Coastal Commission Authority? YES 0 NO 0 If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Z 0 0 Habitat Management Plan Data Entry Completed? YES 0 NO 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) 0 0 Inclusionary Housing Fee required: YES 0 NO 0 (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 (AJP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) 0 0 Housing Tracking Form (form P-20) completed: YES 0 NO 0 N/A 0 P-28 Page 2 of 3 07/11 Site Plan: LI LI Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines LI LI 1. Applicability: YES 0 NO 0 Z LI LI 2. Project complies: YES LI NOD I.I.l Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 20 Shown Q Required TShown 5'. 5'10" Required N/A Shown N/A Required 10' Shown Required Shown Z LI LI 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown - Street Side: Required Shown - Rear: Required Shown Structure separation: Required Shown Z 0 LI 3. Lot Coverage: Required >60% Shown Z?/ LI 0 LI 4. Height: BAOZ Required >30' with mm. 3:12 roof pitch Shown 30' with mm 3:12 roof pitch IZI 0 LI 5. Parking: Spaces Required 2 Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI 0 LI Additional Comments 1 The building is over height. It cannot exceed 30' with a minimum 3:12 roof pitch as it is located within the Beach Area Overlay Zone per Chapter 21.82 of the Carlsbad Municipal Code. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 10-12-16 P-28 Page 3 of 3 07/11 _J '- F— 0 Z 0 U) '7 w o Paul SIifitenson RCE C57182, exp. 12/31/17 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client Warren Scott + Architecture 763 2nd Street, Ste. 200 Encinitas, CA 92024 Project Fourmont Residence 257 Junloer Avenue ~I June 24, 2016 4/21/14 PCSD File #: 16-236 0 0) N 0 ICT 0 N I, Paul Christenson San Diego Engineering 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com 1.0 Design Criteria: Fourmont Residence 16-236 Code: 2013 California Building Code - ASCE 7-10 Timber: Douglas Fir-Larch (DF-L), WWPA.or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 Posts & Beams: DF-L #1 Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DFIDF) Sheathing: Mm. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N..0) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1 153 LVL, PSL 1.9E Microllam, 2.OE Parallam ICBO ER-4979 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Mm. fm = 1800 psi @ 28 days. Grout: Coarse Grout wl 3/8' Max. Aggregate per ASTM C476-91, Min. fm = 2000 psi © 28 days. Reinforcing Steel: #4 & Larger: ASTM A61 5-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy =40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTMA53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: /ufZfrzrtenowi 7m 4o 3528 Coastview Ct - Carlsbad, CA 92010 ut-i t5150 - mail: JOB 16-236 SHEET NO OF________ CALCULATED BY PSC DATE6/24/16 CHECK BY DATE SCALE 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 6.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL = 15.0 psf ZLL. = 20.0 psf Total Load = 35.0 psf 2.2 Roof (w/ ceiling) Roofing 6.0 psf 15/32" Sheathing 1.5 psf Roof Framing 2.8 psf Insulation and Misc. 1.7 psf DL = 12.0 psf LL 20.0 psf Total Load = 32.0 psf 2.3 Ceiling Ceiling Joists 1.3 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.9 psf DL 6.0 psf ILL = 10.0 psf Total Load = 16.0 psf 2.4 Walls Exterior Wall Interior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 9.0 psf 1.5 psf LI psf 2.8 psf 0.6 psf DL 15.0 psf 1/2" Gyp. Bd. (2 Sides) 2x4 Studs ® 16" ox. Misc. 4.6 psf 1.1 psf 2.3 psf = 8.0 psf USGS APPLICATION S 1.157 S1 = 0.444 Fa = 1.04 F= 1.56 R= 6.5 1= 1.00 h= 28.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1 c 0.75 (11.6 ASCE 7-05) >0.04 (11.4.] ASCE 7-05) Ss >015 fZZ7rr,*,,oy,,, laa 2yo 3529 Coastview Ct - Carlsbad, CA 92010 Wi-i 555 -mail: JOB 16-236 SHEET NO OF________ CALCULATED BY PSC DATE 6/24/16 CHECK BY DATE SCALE 2.0 LOAD LIST (CONTIN 2.5 Floor Floor Cover 5.5 psf Sheathing 2.3 psf 2x F.J. 3.1 psf 5/8" Gyp. Bd. 2.8 psf Insulation and Misc. 1.3 psf OL = 15.0 psf LL = 40.0 psf Total Load = 55.0 psf 2.6 Wind Ps = AKzrI*Ps30 (ASCE 7- Equation 6-I) P = 26.6 psf P = 16.0 psf (*0.6 - ASD) 2.7 Seismic Skis - FaSs SMS = 1.2 S0s = (2/3) SMS (11.4-3) SDS = 0.8 Cs = S05 (Rh) Cs= 0.123 WIND PARAMETERS Basic Wind Speed = 110 mph Exposure Cat = B A= 1.00 (fig. 6-3) Ps30= 26.6 psf (fig. 6-3) K.zt = 1.00 (fig. 6-4) 1= 1.0 (table 11.5-1) USE: V= C,WDL V= 0.123 WDL Equation 12.8-1 Applies Ta = C * (0.75 = 0.243 Ta <(0.8)Ts, OK Ts = S/S-. 0.461 Ta<0.5 k= 1.0 Seismic Design Category: D ASD BASE SHEAR -______ VASD 1.4 - VASD= 0.088 WDL 3A/ .IJSGS Design Maps Summary Report User-Specified Input Report Title Fourmont Thu June 23, 2016 20:14:08 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.150640N, 117.34487°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 11 USGS-Provided Output Ss = 1.157 g SMS = 1.200 9 = 0.800 g 1;: I,o'7 = 0.444 g SNI = 0.690 g SDI = 0.460 g J': For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE Response Spectrum 1.43 1.30 1.17 1.04 0.51 0.78-- 0.65- 0.52. 0.33 -- 0.26-- 0.13 -. 0.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.50 1.90 2.00 Period. T (sec) 0.90 Design Response Spectrum 0.81 0.72 0.63 0.45 0.36 0.27 0.10 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (5cc) For PGA,, TL, C1 , and CR1 values, please view the detailed reoort. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. F 0 R T E ' MEMBER REPORT Roof Framing, (RR-1) Rafters I piece(s) 2 x 8 Douglas Fir-Larch No.2 @ 16" OC PASSED LkI + 0 4rL + 0 'Iii All locations are measured from the outside face of left support (or left cantilever end ).All dimensions are horizontal. Member Reaction (Ibs) 300 @ 2 1/2" 3281 (3.50') Passed (9%) -- 1.0 0 + 1.0 Lr (All Spans) Shear (lbs) 259 @ 10 3/8" 1631 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft4bs) 884 @6' 3 1/2" 1700 Passed (52%) 125 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.192 @ 6'3 1/2" 0.427 Passed (L/803) -- 1.0 D + 1.0 Lr (All Spans) Total Load Deft (in) 0.343 @6' 3 1/2" 0.641 Passed (L/448) -- 1.0D+ 1.0 Lr (All Spans) Deflection criteria: U. (V360) and TI. (1/240). Bracing (LII): All compression edges (top and bottom) must be braced at 11,6" ojc unless deddled otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NOS. Blocking Blocking rt i Blocking Panels are assumed to carry no loads applied directly above them and the lull load is applied to the member being designed. t -4r". -Uniform (PSF) 1 0 to 127" 1 16" 1 15.0 I 20.0 1 Roof Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdalnm any other warranties related to the software. Refer to cuffent Weyerhaeuser literature for installation details. (ww.woodbivy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable [forestry standards. Weyerhaeuser Engineered lMmber Products have been evaluated by ICC ES under technical reports (SR-I £53 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports ,efer to http://www.woodbywy.comfserviceWs...CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator ' 'Iat Uj '. . S 1 - Beveled Mete- OF 3.50" 3.50"•11.so 133 168 301 2- Beveled Mete - OF 3.50" 3.50" 1.50 133 168 301 -- System : Roof Member Type: 301st Building Use: Residential Building Code: IBC 2015 Design Methodology: ASD Member Pitch: 4/12 SUSTAINABLE FORES1RY !NITIATNE Forte Sotlwara Operator Job Notes I Paul Chriser.sor. PCs[) Enunr;I j760,1 2017-1825 rIaul4,c8rJulIiaii.uOffu 6/23/2016 117:44 PM Forte v5.1, Design Engine: V6.5.1.1 Fourmont.41e Page 1 of I I F OR T E MEMBER REPORT Roof Framing, (RB-I) RtdgeBm 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 10'7" PASSED 5/ 0 [1 All locations are measured from the outside face of left support (Or left cantilever end).All dimensions are horizontal. Member Reaction (Ibs) 1988 @1 2' 5206 (3.50') Passed (38%) - 1.0 0 + 1.0 Lr (All Spans) Shear (lbs) 1589 @ 1 3/4" 4856 Passed (33%) 125 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 4934 @1 5'3 1/2" 5615 Passed (88%) 1.25 1.0 0 + 1.0 Lr (All Spans) Live Load Dell. (in) 0.141 @5' 3 1/2' 0.342 Passed (11./871) -- 1.00 + 1.0 Li (All Spans) Total Load Dell. (in) 0.253 @5' 3 1/2" 1 0.512 1 Passed (11487) -- 1.0 D + 1.0 Li (All Spans) Deflection criteria: L.L(L/360) and TL(L/240). Bracing (Lu): All compression edges (top and botiom) must be braced at 10' 7" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Applicable calculations are based on NDS. _I - Stud wall . SPF 3.50' 3.50' 1.50" 877 1113 1988 Wocldng 2-Stud wall -SPF ...3.50........3.50" .......1.50"877 1113 1988 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. 0- Self Weight (PLF) 0 to 10'7' N/A 8.2 - Uniform (PSF) 0 to 10' 7' (Front) 10 6" 15.0 20.0 Roof System : Roof Member Type: Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology: ASO Member Pitch: 0/12 SUSTAINABLE FORESTRY WillAirvE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eq,ressiy disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for Installation details. (www.woodbwy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use at this software is not intended to circumvent the need for a desIgn professional as determined by the authority flaring Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser fadlides are third-party certified to sustainable foresby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/s.CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software operator Forte Sofiwarn Operator Job Wares I Paul Christenson Pcu Enginsenng (700) 7.$05 puui.pc5dlJrJmaii.corn 6/23/2016 1:19:52 PM Forte v5.1. Design Engine: V6.5.1.1 Fourmont. 419 Page 1 of 1 i F 0 R T E " MEMBER REPORT Floor Framing, (FJ-1) Fir Jst PASSED 1 piece(s) 9 1/2" TM® 110 @ 16" OC 61 Overall Length: 11'7" [] All locations are measured from the outside face of left support (or left cantilever end).Ali dimensions are horizontal. WAR Member Reaction (ibs) 417 @2 1/2" 1041 (2.25") Passed (40%) 1.00 1.0 0 + 1.0 L (All Spans) Shear (ibs) 403 @3 1/2" 1220 Passed (33%) 1.00 1.0 0 + 1.0 L (All Spans) Moment (Ft-lbs) 1143 @ S'9 1/2' 2500 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Cdl. (in) 0. Ill @5" 9 1/2" 0.279 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Ddl. (in) 1 0.153 @5' 9 1/2" 1 0.558 1 Passed (1/875) -- 1.0 D + 1.0 L (All Spans) 13-Pro'" Rating 1 52 1 40 1 Passed -- ueneceon cntena: LL (L/qUUJ ano TL (LfqU). Bracing (Lu): All compression edges (lop and bottom) must be braced at 4' 9/16" c/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the Ti-Pro'" Rating Include: None : I - Stud wiTh 5PF 3.50" 2.25' 1.75" J116 ..L 309 11/4' Rim Board 2- Stud wall - SPF 3.50" _2.25"T .75"1116 309 _425 _425 _224"RimBoard Rim Board Is assumed to carry all loads applied directly above it bypassing the member being designed. -Uniform (PSF) 01011' 7" System: Rear Member Type: 3cist Building use: Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser espressly disclaims any other warranties related to the software. Rater to current Weyerhaeuser Siteralwv for IrsiaIiaSJon details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squads Blocks) are not designed by this software. Use of this software Is not Intended to Circumvent the need fore design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tasted in accordance with applicable ASTM standards. For current code evaluation reports refer to http:IIww.woodbyy.conVseMces/s.CodeReporis.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator ... 6/27/20168:25:21 AM rPaul Christenson ._ . ._ ..--. Forte v5.i, Design Engine: V6.5.1.i PCSO Er-gmeering Fourmoni'41e I t760)207-1ti15 psu!.pc5dtmnt.rom I Page 1 of I . ------------..,. ............ .. iii1 F 0 R T E MEMBER REPORT Floor Framing, (FB-1) Loft Bm . PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 if Overall Length: 8' 1' 0 0 El All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Member Reaction (ibs) 1391 @2" 4922 (2.25") Passed (28%) -- LU D + 1.0 L (All Spans) Shear (Ibs) 1052 @ 1 3/4' 3885 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2652 @4' 1/2" 4492 Passed (59%) 1.00 1.0 0 + 1.01 (All Spans) Live Load Dell. (in) 0.046 @4 1/2" 0.194 Passed (1./999+) -- 1.0 0 + 1.0 L (All Spans) Total Load Dell. (In) 0.078 @ 4 1/2" 0.387 Passed (1./999+) -- LU 0 + 1.0 L (All Spans) Deflection criteria: IL (1/480) and TL (1/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 10 1/2 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS. VON ilk , 1 - Stud wall- OF 3.50" 2.25" 1.50" 578 849 1 1427 11/4" RIM Board 2-Stud wall• OF 3.50" 2.25" 1.50" 518 849 1 1427 1 1/ Rim Board Rim Board IS assumed to carsy all loads applied directly above it bypassing the member being designed. iJU 1r '*S' 0- Self Weight (PLF) N/A 8.2 I -Uniform (PLF) a to 8' 1 (Front) N/A 135.0 210.0 Residential . Living Ames System : Floor Member Type: Flush Bean Building Use : Residential Building Code : I8C 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Bloclring Panels and Squash Bloclrs) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadllties are third-party, certified to sustainable Forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM standards. For current code evaluation reports refer to http:f/www.woodbywy.conswvrces/s..CodeReporls.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator I Job Notea Paul Christenson PCSI) Engineering (763) 207-i8 pout pcud@grnuilcom 6127/2016 8:46:24 AM Forte v5.1, Design Engine: V6.5.1.1 Fourmont. 4!e Page 1 of 1 WIT 0 R T E"' MEMBER REPORT Fbor Framing. (FB-2) LoftBm 1 piece(s) 6 x 10 Douglas Fir-Larch No. 1 Overall Length: 9 7" PASSED V + 0 [] All locations are measured from the outside face of left support (or left cantilever end).Ail dimensions are horizontal. 3 1- Member Reaction (Ibs) 1882 @ 2" 7734 (2.25") Passed (24%) -- 1.0 D + 1.0 Lr (All Spans) Shear (Ibs) 1810 @ 11" 7402 Passed (24%) 125 1.00 + 1.0 Lr (All Spans) Moment (Ft-lbs) 7187 @4' 4" 11634 Passed (62%) 125 1.0 D + 1.0 Lr (All Spans) Uve Load Dell. (In) 0.080 @4'8 3/16" 0.231 Passed (1./999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Dell. (In) 0.160 @ 4i 8 3/8" 1 0.463 Passed (1/692) -- 1.0 D + 1.0 Lr (All Spans) I Deflection criteria: U. (1/480) and TI (11240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 1/2" oft unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stablilty. Applicable calculations are based on NOS. NXT is '; 11f.1i 1 - Stud wall - OF 3.50 225" 1.50" 1009 192 879 2080 11/4" Rim Board 2 - Stud wail - OF 2.2.5".. 1.50" 890 192 721 1803 11/4' Rim Board Rim Board Is assumed to carry all loads applied directly above I4 bypassing the member being designed. 0- Sell Weight (P1!) 1114" tog 5 3/4 N/A 13.2 - Uniform (PLF) 0 to 9'7" (Front) N/A 60.0 40.0 Residential - living Areas 2 - Point (Ib) 4'4" (Front) N/A 1200 - 1600 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : ItiC 2015 Design Methodology: ASO SUSTAINABLE FORESTRY iNItIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser eripressly diaclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlitles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESk-1153 and ESR-i 387 and/or tasted In accordance with applicable ASTM standards. For current code evaluation reports refer to htfl://www.woodbywy.com/servtceodeReports.asis. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I o Jobtr., 6,27/2016 8:49:48 AM ....-H Forte v5.1 Design Engine: V6.5. 1.1 Paul Chr,31enscn PCSC Eiig;nerrring Founr,ant.41e (760) 207-1805 paui.pc5C@gmoii.com . - Page 1 of I 1 F 0 R T E MEMBER REPORT Floor Framing, (P8-3) Loft 8m 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length: 7' 10" 'a Eli fJ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. ________ _______ _____ Member Reaction (lbs) 2709 @ 5' 111/4!' 7656 (3.50") Passed (35%) -- 1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 1330 @6' 10 1/4' 4856 Passed (27%) 1.25 1.0 D + 1.0 Is (All Spans) Moment (Ft-lbs) -2514 0 5'11 1/4" 5615 Passed (45%) 1.25 1.00 + 1.0 Lr (All Spans) Uve Load Dell. (In) 0.037 0 7' 10" 0.200 . 2a~) ssed ' -- 1.00 + 1.0 Li (All Spans) Total Load Deft (In) 0.047 @7' 10" 0.200 !assed (21/964) -- 1.0 D_±_1.0 Li' (All Spans) Deflection criteria: IL (11480) and TL (1/240). Overhang deflection criteria: 11(0.2') and TI (0.2"). Bracing (W): All compression edges (top and bottom) must be braced at?' 8314" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS. 4!9 MINOR 1 - Stud wall - OF 3.50' 2.25" 1.50" 256 580/-39 '-286 836025 3 1(4" Rim Board 2- Stud wall - OF 3.50" 3.50" 1.50" 1114 968 ( 1158 3240 Blocking Rim Board Is assumed to carry all loads applIed directly above It, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 0-Self Weight (PIE) 11/4" to 7' 10" N/A 8.2 1 - Uniform (PIE) 0 to 7' tO" (Front) N/A - 125.0 190.0 - Residential - Living Areas 2- Poiid (ib) 710" (Front) N/A 328 - 872 SUSTAIMAJILE FORESTRY INITIATIVE PASSED I/ - System : FiOo Member Type: Flush Beam Building Use: Residential Building Code : IBC 2015 Design Methodology: ASD Weyerhaeir warrants that the shing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any Other warranties related to the software. Refer to current Weyerhaeuser literature for installation details (www.wocdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tesied in accordance with applicable AST14 standards, For current code evaluation reports refer to htip://www.woodbOil/5eMceS/s_CodeReports.aspx. The product application, Input designloads, dimensions and support information have been provided by Forte Software Operator Paul Christenson PCSD Engineering (760) 207-1055 paul.csd@gmaiLccm á.Noto :.:,.::::::., •:;.•;.••;' ::.. 6/28/2016 9:21:24 AM Forte v5.1. Design Engine: V6.5.1.1 Fourmonf.41e Page 1 of 1 ii]FO R T E MEMBER REPORT Floor Framing. (FB-4) F!rBm 1 piece(s) 5 1/4" x 117/8" 2.OE Parallam® PSL Overall Length: 13'7" PASSED to' 0 4 0 All locations are measured from the outside face of left support (or left cantilever end).AIi dimensions are horizontal. VX- Mentha Reaction (Ibs) 4530 @2" 7809 (3.50") Passed (58%) - i.OD+ 0.45 W + 0.75 L + 0.75 L (All Shear (Ibs) 3886 @1 1' 3 3/8" 19285 Passed (20%) 151) LOD+ 0.45 W + 0.75 1 + 0.75 i.r (All Moment (Ft-lbs) 9535 IS 6'9 1/2" 29854 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (in) 0.184@&6 1j8" 0.442 Passed (1.1866) -- 0.45W + 0.75 1 + 0.75 Lr (All Total Load Dell. (in) 0.345 @6 7 3/4° 0.663 Passed TO 0.45 W + 0.75 L + 0.75 Lr (All Deflection criteria: U. (L/350) and TL (11240). Bracing (Lu): All compression edges (top and bottom) must be braced at 33'7" o/c unless detailed otherwise. Proper attachment and positioning of lateral biadog is required to achieve member stability. System : Hoor Member Type : Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology: ASI) 03 2136 815 883 1 2469 6323 1 Stud wall SPP 350 350 Blocking :°' I . '?. [ 1.77' 2136 815 883 1 1210 5044 Blocking . arocicing Panels are assumed to casey no toads applvw erectly above them and the lull load Is applied to the member being designed. ;4 taed Is?(S4e3Jf WIdjI ° .r(O$O1$1 1lQ) ° LL6O)3 0- Self Weight (PLE) 0 to 13'7" N/A 19.5 I -Uniform (PLFI 0 to 13' 7" (Front) N/A 295.0 120.0 130.0 - Residential - Living Areas 2- Point (lb) 4,60 (Front) N/A - - 3599 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority hating Jurisdiction. The designer of record builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http:IIwww.woodby.com/seMces/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Sofiwart' Operator Job Notes Paul Cflristenscn PC$I) Enpiruuseniig (760) 207-1085 paui.pcsef9ginm1.c0i1, 6128/2016 9:47:46 AM Forte v5.1. Design Engine: V6.5.1.1 Fourmont. 41e Page 1 of I 90 F 0 R T E MEMBER REPORT Floor Framing, (FB-5) FLrBm PASSED 1 piece(s) 5 1/4" x 117/8" 2.OE Parallam® PSL Overall Length: 11'1" 0 + 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Member Reaction (lbs) 6532 @9' 11 1/4fl 7809 (3.50") Passed (8401a) -. 1.00+ 0.45W + 0.751 + 0.75 Lr (All Shear (Ibs) 3427 @ 1.3 3/8" 19285 Passed (18%) 1.60 LOD+ 0.45 W + 0.75 1 + 0.75 Lr (Alt Moment (Ft-lbs) 117010 3'9" 47766 Passed (24%) 1.60 1.0 0.45 W + 0.75 L + 0.75 Lr (Alt Uve Load Defi. (In) 0.080 @4' 9 3/16" 0.326 Passed ([/999+) LOD+ 0.45 W + 0.75 I. + 0.75 It (Alt Total LoadDefi. (in) 0.1331W4'95116" 0.489 - Passed 2) LOD+0.45W+O.751+0.751r(Alt Deflection criteria: LI. (1.1390) and TL (1/240). Overhang deflection criteria: U. (211360) and TL (211240). Bracing (La): MI compression edges (top and bottom) must be braced at 11,2' 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Stem : Floor Member Type : Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology : ASD w. Ka W11 L fAts4qwi*d ra *dt tit1 1 - Stud wall- SPF 3.50" 3.50" 1.67' 1604 7651-141 787 2/- 369 5302/-510 Blacking 2 - Stud wall - SPt' 3.50 3.50" 2.93...2405 1981 520 5000 9906 Bloc king I aiocing Panes are assumed 10 carry no loads appaed directly above Iflem and Use lull load Is applied to the member being designed. ACT !ct to4diy ) asjàj r(üo). O} 4*S (i.ao 0 - Self Weight (PLF) 0 to 11' 1,' N/A 19.5 - Uniform (PLF) 0 to 11- 1" (Front) N/A 175.0 40.0 20.0 - Residential - Using Areas 2- Point (lb) 3' 9" (Front) N/A 1127 889 lOBS 3359 3. Point (ib) 11'(Front) N/#. 727 1273 - 3389 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASIM standards. For current code evaluation reports refer to http*//www.woodbywy.comigervices/f,_CodeReports.aspy- The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Paul Chtia:ensor. PCSL) Engineering 1160) 207-1835 pu:.p:vd@grr.ail.com 15/2012016 10:03:48 AM Forte v5.1. Design Engine: V6.5.1.1 Fourmont.41e Page 1 of 1 Uniform Live Load 310 pit 310 pIt Uniform Dead Load 120 pIt 120 pIt Beam Self Weight 48 pit 48 plf Total Uniform Load 478 pit 478 pIt POINT LOADS - CENTER SPAN Load Number One TWO Live Load 371 lb 545 lb Dead Load 139 lb 205 lb Location 7.67 ft 9.33 ft RIGHT SPAN Load Number One Live Load 7501 lb Dead Load 2405 lb Location 4 ft Project: Location: (FB-6) Fir Bm Multi-Loaded Multi-Span Beam (2013 California Building Code(AISC 14th Ed ASD)) A992-50 W8x48 x 18.0 FT (14 + 4) Section Adequate By: 6.1% Controlling Factor: Deflection page Paul Christenson PCSD Engineering / -) - Carlsbad, CA 92010 01 StruCalc Version 9.0.2.5 6/29/2016 8:31:07 AM DEFLECTIONS Center Live Load -0.13 IN L/1270 0.25 IN 21J382 Dead Load -0.01 in 0.05 in Total Load -0.14 lNLI1159 0.31 IN 2L/314 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS Live Load 2520 lb 13798 lb Dead Load 524 lb 5249 lb Total Load 3044 lb 19047 lb Uplift (1.5 F.S) -1971 lb 0 lb Bearing Length 1.08 In 1.08 in BEAM DATA CenterBig—ht Span Length 14 ft 4 ft Unbraced Length-Top 14 ft 4 ft Unbraced Length-Bottom 14 ft 4 ft W8x48 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksl Depth: d = 8.5 in Web Thickness: tw = 0.4 in Flange Width: b1 8.11 in Flange Thickness: tf = 0.69 In Distance to Web Toe of Fillet: k = 1.08 in Moment of inertia About X-X Axis: Ix = 184 in4 Section Modulus About X-X Axis: Sx = 43.2 in3 Plastic Section Modulus About X-X Axis: Zx = 49 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.92 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 15.85 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraoed Length: Lb = 14 ft Limiting Unbraced Length - for lateral-torsional buckling: Lp = 7.35 ft for Eqn. F2-2: Lr = 35.23 ft Nominal Flexural Strength WI safety factor: Mn = 111088 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: h/lw = 15.85 Limiting height to thickness ratio for eqn. G2-2: h/lw-limit = 53.95 Cv Factor: Cv = Controlling Equation: G2-2 Nominal Shear Strength W/ safety factor: Vn = 68000 lb Controlling Moment: 43448 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Shear: 11818 lb At left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s Comparisons with required sections: Reced Provided Moment of Inertia (deflection): 173.46 1n4 184 in4 Moment: 43448 ft-lb 111088 ft-lb Shear: 11818 lb 68000 lb 0 1FORTE MEMBER REPORT Floor Framing, (FA-7) FlrBm 1 piece(s) 5 1/4" x 11 7/8" 2.OE Parallam® PSL PASSED "3', Overall Length: 12' 10 15/16" 4 0 System: Floor Member Type: Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology: ASI) 0 All locations are measured from the outside lace of left support (or left cantilever end).AII dimensions are horizontal. rt Member Readlon (ibs) 7062 @ 11' 51/4" 7809 (3.50") Passed (90%) 0.45 W + 0.75 L + 0.75 Lr (All Shear (Ibs) 2685 @ 1'3 3/8' 12053 Passed (22%) 1.00 1.0 L (Alt Spans) I Moment (Ft-lbs) 9187 @6 29854 Passed (31%) 1.00 1.0 L (Alt Spans) Uve Load Defi. (In) 0.088 @ 5' 6 3/8' 0.376 Passed (1/999+) -- 0.45W + 0.75 L + 0.75 Lr (Alt Total Load oefl. (in) 0.164 © 5 7 1/15" 0.564 I Passed (1/825) LOD+ 0.45W + 0.75 L + 0.75 Lr (Alt Spans) Deflection alte,Ia: LL (11360) and TL (11240). Overhang deflection criteria: IL (211360) and TI (21.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 10 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -T Uppot*S "4 aUab Reqzh Dad . 1 - Stud wall - SPF 3.50' 1.85" 1629 115 2838/- 480 6086/-667 Blocking 2-Stud wall- SPF 3.50" 3.50' 3.17" 2663 2905 144 4695 10407 1 BlockIng Blocking Panels are assumed to carry no loads applied directly above them and the Full load is applied to the member being designed. AM Lplb!l1(std.r r-%Wldth (O*Y, Cnow* *W msn1.flc 0- Sell Weight (PLF) 0 to 12'10 15/16" N/A 19.5 1 - Uniform (PLF) 0 to 12' 10 1 nti 5/16" N/A 200.0 130.0 - 20.0 - Residential - Using Areas 2 - Point (lb) 2' (Front) N/A 233 467 - 3389 1 3-Point(lb) 1 6' (Front) N/A 557 743 - - 4 -Point (Ri) 1 12' 10" (Front) N/A 667 1333 - 3664 SUSTAINABLE FORESTRY INfTL&1WE syerhaeuser warrants that the sizing or its products will be in accordance with Weyerhaeuser product design criteria and published design values. ryertiaeuaer expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ww.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to cvmvert the need For a design professional as determined by the authority having Jurisdiction. The designer of records builder or flmer Is responsible to sure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable resby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-3 153 and ESP-1387 and/or tested accordance with applicable *5Th standards. For current code evaluation reports refer to hti:/Iwww.woodby.com/seralces/sCodeReports.aspx. a product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator I Job Note Osui Christenson PCSD Enrjirieunnug - (760) 207-1885 paul.pcsd@gmail.com 6/29/2016 8:40:15 AM Forte v5.1, Design Engine: V6.5.1.1 Fourmont.41e - Page 1 of 1 F 0 R T E MEMBER REPORT Floor Framing, (FB-8) FfrBm 1 piece(s) 7" x 117/8" 2.OE Parallam® PSL Overall Length: 17'll" A' (9/ 0 EI All locations are measured from the outside face of left support (or left cantilever end).AlI dimensions are horizontal. _________ jT?' _____ : Member Reaction (lbs) 13997 @ 13'8 1/4' 24063 (5.501-) Passed (58%) i.OD+ 0.45 W + 0.75 L + 0.75 I.r (All Shear (Ibs) 6623 @ 12' 5 5/8" 16071 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -21255 @ 13'6 1/4' 39805 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defi. (In) 0.350 @ 17' 11" 0.282 Failed (21/290) -- i.OD+ 0.45 W + 0.75 L + 0.75 It (Alt Total Load Defi. (in) 0.483 © 17 11' 0.423 Failed (21.1210) -- 1- 0.45 W + 0.75 L + 0.75 It (Alt oellecBon criteria: U. (1/360) and TL (1/240). ,4, K VA -w wtip Overhang deflection criteria: U. (211360) and TI (211240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 11" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -331 lbs uplift at support 4'. Snapping Or other restraint may be required. System : Floor Member Type : Drop Beam Building Use: Residential Building Code : IBC 2015 Design Methodology : ASO ZEN 'IN ill SipQ \-' ' Al:iiI J ciw - Column - DF 5.50" 5.50" 3.50" 812 -152 -966 4230/.1910 Blocking 2-Column -OF 5.50 5.50" 3.20 5627 79221 672 4278 18499 Blocking Blacking Panels are assumed to carry no loads applied directly above them and the Ml load Is applied to the member being designed. &! ONO- $.4r 1t M 4i I Op 0. Self Weight (PLE) 0 to 17'11" N/A 26.0 1 - Uniform (PIF) 010 17' ii" (Top) N/A 120.0 320.0 - -Residential 'Living A- Point (lb) 5' 6' ('Top) N/A 283 557 - Point fib) 78" (Top) N/A 267 533 • - 4-Point (lb) 9' 2 (Top) NIA 867 1733 - - 5-Point (lb) 177" (Front) N/A 2405 1981 520 - 3312 SUSTAINABLE FORESTRY INtTtAflVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. weyerhaeuser expressly disclaims any other warranties related to the sDrovare. Refer to current Weyerhaeuser literature for Installation details. (www.woodbswy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable Forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation report refer to hp://www.woodbywy.conVservlces/s_CodeReport.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Paul CSnstensnn PCSD Engineering (750) 207 -1 &t5 paulpcsd©grns,l.com 7/2/2016 6:20:01 AM Forte v5. 1. Design Engine: V6.5. 1.1 Fourmonf.4te Page 1 of 1 Uniform Live Load 160 plf 310 pif Uniform Dead Load 120 plf 120 plf Beam Self Weight 58 pIt 58 plf Total Uniform Load 338 plf 488 plf POINT LOADS - CENTER SPAN Load Number _Qne Two Three Live Load 1382 lb 3200 lb 3100 lb Dead Load 518 lb 1600 lb 1700 lb Location 0 it 6.33 ft 9.5 it RIGHT SPAN Load Number One Live Load 4667 lb Dead Load 2333 lb Location 5.75 It Project: Fourmount Location: (FB-9) Fir em Multi-Loaded Multi-Span Beam [2013 California Building Code(AlSC 141h Ed ASD)] A992-50 W8x58 x 21.75 FT(16 + 5.8) Section Adequate By: 11.3% Controlling Factor: Deflection Paul Christenson PCSD Engineering / Carlsbad, CA 92010 [4 StruCalc Version 9.0.2.5 6/30/2016 2:06:10 PM DEFLECTIONS Center BiGLht Live Load 0.17 IN L/1140 0.34 IN 21/400 Dead Load 0.04 in 0.05 in Total Load 0.21 IN U915 0.40 IN 21_/346 Live Load Deflection Criteria: 1/360 Total Load Deflection Criteria: 1/240 REACTIONS 4 Live Load 5855 lb 12834 lb Dead Load 2577 lb 7445 lb Total Load 8432 lb 20279 lb Uplift (1.5F.S) -279 lb 0 lb Bearing Length 1.20 in 1.20 in f BEAM DATA Center gfl Span Length 16 ft 5.75 ft Unbraced Length-Top 14 it 5.75 ft Unbraced Length-Bottom 16 it 5.75 ft STEEL PROPERTI W8x58 - A992-50 Properties: Yield Stress: Fy = 50 ksi Modulus of Elasticity: E = 29000 ksi Depth: d= 8.75 in Web Thickness: tw = 0.51 in Flange Width: bf = 8.22 in Flange Thickness: if = 0.81 in Distance to Web Toe of Fillet: k = 1.2 in Moment of Inertia About X-X Axis: lx = 228 1n4 Section Modulus About X-X Axis: Sx = 52 1n3 Plastic Section Modulus About X-X Axis: Zx = 59.8 in3 Design Properties per AISC 14th Edition Steel Manual: Flange Buckling Ratio: FBR = 5.07 Allowable Flange Buckling Ratio: AFBR = 9.15 Web Buckling Ratio: WBR = 12.45 Allowable Web Buckling Ratio: AWBR = 90.55 Controlling Unbraced Length: Lb = 16 it Limiting Unbraced Length - for IateraJ-torsionai buckling: Lp = 7.42 ft for Eqn.F2-2: Lr= 41.61 it Nominal Flexural Strength wl safety factor: Mn = 134547 ft-lb Controlling Equation: F2-2 Web height to thickness ratio: hltw = 12.45 Limiting height to thickness ratio for eqn. G2-2: hltw-limit = 63.95 Cv Factor: CV = I Controlling Equation: G2-2 Nominal Shear Strength wl safety factor: Vn = 89250 lb Controlling Moment: -48317 ft-lb Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear -10473 lb At right support of span 2 (Center Span) Created by combining all dead toads and live loads on span(s Comparisons with required sections: Reo'd Provided Moment of Inertia (deflection): 204.9 in4 228 in4 Moment: -48317 ft-lb 134547 ft-lb Shear -10473 lb 89250 lb . PCSD Engineering 3529 CoasMew Court Carlsbad, CA 92010 (760)207-1885 paul.pcsdgmail.com Project Title: Fourmont Engineer: PC Project ID: Project Descr: Description: (F8-101 Fir Gm Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 MatenaIPrpertIes .. - Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Fy : Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi 010.1051 U0.26 V 10V V V C(0.08UO.22I ,, 011 .Q7.(3.33) 010.55) 141.45) Span 16.06 W63 I Span m 6.0 ft w, _________________________ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D =0.0950, L=0.1350 k/ft. Extent = 0.0 ->> 6.0 fl, Uniform Load: D =0.1050, L= 0.260 k/fl, Extent 6.0 ->> 16.011, Point Load: D=1.050, 1=2.10k (6,0ft PoInt Load: D =0.550, L= 1.450 k(d 10.oft Load for Span Number 2 Uniform Load: D = 0.0820, L = 0.220 k/ft. Tributary Width = 1.0 ft Point Load D=1.670, L=3.330k6.0ft DES1GtISUIIMARY - Maximum Bending Stress Ratio = 0.475:1 Section used for this span W8x31 Ma : Applied 35.994 k-fl Mn I Omega : Allowable 75.767k-ft Load Combination +D4L+H Location of maximum on span 16.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.267 in Ratio = 538 >=360 -0.017 in Ratio = 11,472 )=360 0.401 in Ratio = 359 >=240. -0.025 in Ratio = 7706 >=240. Load CombInation Span Max. -" Dell Location in Span Load Combination Max. + Deft Location in Span 1 0.0860 5.824 404&441 -0.0249 14.144 *04.441 2 0.4010 6.000 0.0000 14.144 F 10 ' Support notation Far left is #1 AIR - Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.979 14.695 Overall MiNimum 0.689 2.949 4041 1.148 4.916 *04.41 2.979 14.695 *04141 1.148 4.916 40+S41 1.148 4.916 4040.750Lr-.0.750L41 2.521 12.250 *0+0.7501*0.750S*11 2.521 12.250 4040.60W*l 1.148 4.916 *0*0.7OEH 1.148 4.916 *0*0.750Lr*0.750L.0.450W4H 2.521 12.250 *O*0.750L40.750S40.450W#1 2.521 12.250 *0+0.750L*0.750Si0.5250E1+l 2.521 12.250 Tributary Width = 1.0 ft. (0.095) Tributary Width = 1.0 ft -)P--,inn C Maximum Shear Stress Ratio = 0.169 : 1 Section used for this span W8x31 Va : Applied 7.697 Ic VnlOmega : Allowable 45.60 k Load Combination 404L4H Location of maximum on span 16.000 ft Span # where maximum occurs Span # 1 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsdtgmaiLcom Project Title: Fourmont Engineer: PC Project 0escr: Prolect ID: 17/ Description: (F-TT) Fir OM Calculations per AlSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties ' Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W8x48 Applied Loads i'-.. Beam self weight NOT internally calculated and added Load for Span Number I Uniform Load: 0 = 0.020, L = 0.0530 k/ft, Tributary Width 1,0 ft Point Load: D = 4.920, L = 9.780k () 6.0 ft Load for Span Number 2 W84fl Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.020, L = 0.0530, E = 4.40 klft, Tributary Width = 1.0 ft Point Load: 0=1.90, L=3,80k(j4.0ft Maximum Bending Stress Ratio 0.310: 1 Maximum Shear Stress Ratio 0.210: 1 Section used for this span W8x48 Section used for this span W8x48 Ma : Applied 37.958k-ft Va : Applied 14.30 k Mn/Omega : Allowable 122.255 k-ft Vnlamega : Allowable 68.0 k Load Combination 4D40.750L+0.750S40.5250E4H Load Combination +D*0.70E+H Location of maximum on span 9.000ft Location of maximum on span 9.000 ft Span # where maximum occurs Span # I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.182 in Ratio = 526 >=360 Max Upward Transient Deflection -0.060 in Ratio = 1,813 >=360 Max Downward Total Deflection 0.138 in Ratio = 694 >=240. Max Upward Total Deflection -0.037 in Ratio = 2937 >=240. Overall Maximum Defections' -__________ Load Combination Span Max. -' Dell Location In Span Load Combination Max. '+ Dell Location in Span 1 0.0000 0.000 E Only -0.0595 5.220 EOnly 2 0.1823 4.000 0.0000 5.220 Reactions ir. ' - .. Support ..Lert,cal - notation: Far left is#1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXIMUM -3.911 26.885 Overall MiNimum 0.136 3.727 4041 0.868 6.212 4041-441 2.630 18.719 4041-r44 0.868 6.212 0.868 6.212 4D40.750L(40.750L41 2.190 15.592 -.0.0.750L+0.750844 2.190 15.592 40+O.60W#1 0.868 6.212 -1.870 21.270 4D40.750Lr40.750L40.450W4i 2.190 15.592 -+D40.750L40.750S-'0.450W'41 2.190 15.592 -iD+0.750L-.0.750S40.5250E44 0.136 26.885 40.60040.60W+0.60H 0.521 3.727 40.60D40.70E40.60H -2.217 18.785 5.250 1 875 PCSD Engineering 3529 Coaslview Court Carlsbad, CA 92010 104, (760) 207-1885 --•: pauI.pcsdgmail.com Woèba iam r Lic. #: KW-06011380 Description: (FS-12) Fir 8m Project Title: Fourmont Engineer: PC Project Descc ProiectlO: Ic,) Printed: I JUL 201€. 1I:1AI Calculations per NDS 2012, 18C 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2,900.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 2,900.0 psi Erninbend - xx 1 ,016.54ki Wood Species Trus Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi - - - - 2,025.0 psi Density 45.0500d Braced Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.345) Lr(O.1) L(O.4) $ V 4 , Span 12.50f1 Uniform Load: D = 0.3450, Lr = 0.10, L 0.40 Tributary Width = 1.0 ft DES1Gj SUMMRY, - Maximum Bending Stress Ratio = 0.488 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span lb:Actual = 1,415.12psi fv : Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D44H Load Combination Location of maximum on span = 6.250ft Location of maximum on span Span # where maximum occurs = Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.151 in Ratio = 994 >=3() Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.281 in Ratio= 533 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Load Combination Span Max. - Deft Location in Span Load Combination I 0.2809 6.298 VerticaI Reactions . . Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXinilim -. 4.636 4.656 - Overall MINimum 0.625 0.625 2.156 2.156 4.656 4.656 iO4s4+l 2.781 2.781 40+8141 2.156 2.156 *D+0.750Lr40.750L'.H 4.500 4.500 9090.750L40.75054+l 4.031 4.031 .040.60W0l 2.156 2:156 )sirin C = 0.327:1 5.25x11.875 = 94.86 psi 290.00 psi 40414H 11,542ff = Span #1 Max. '+ Defl Location in Span 0.0000 0.000 Values In KIPS Service loads entered. Load Factors will be applied for calculatiofls. 1 F 0 R I E ' MEMBER REPORT Floor Framing, (FB-13) FLr Bm @ Spiral 1 piece(s) 5 1/4" x 117/8" 2.OE Parallam® PSL PASSED Overall Length: 8'7" 4 0 + 0 S. [] All locations, are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Member Reaction (Ibs) 3680 @2° 11484 (3.50°) Passed (32%) -- 1.0 D + 1.0 L (All Spans) Shear (l&s) 3402 @ V 3 3/8" 10848 Passed (31%) 0.90 1.0 D (All Spans) Moment (Ft-lbs) 9604@ 3' 26868 Passed (36%) 0.90 1.0 D (All Spans) Uve Load Defi. (In) 0.005 @4' 3 1/2" 0.275 Passed (1/999+) -- 10 D + 1.0 L (All Spans) Total Load Defl..(In) 0.082 @4' 1/8" 1 0.412 1 Passed (1/999+) -. 1 1.0 D + 1.0 L (NI Spans) Deflection criteria: U. (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 7° 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. SUPPO 4oai ,A&be Reui. ead Tobi 1Ac'e' A. 1-Column OF 3.50" 3.50" 1.50' 3452 227 3679 Blocking 2- Column - OF 3.50" 3.50" 1.50° 1887 227 2114 BlockIng Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. F '°•"" ,- t ..tv 5j Tnbubry,, Loads" - v . Locatlan (Side) 'F Width ( 4 7'(0 90y (1 0O)+ Commenb-' 0- Self Weight (P19 0 to 8' 7° N/A 19.5 - Uniform (PLF) 0 to 8' 7" (Front) N/A 20.0 53.0 Residential - Living 2- Point (Ib) 3' (Front) N/A 5000 - System: Floor Member Type: Drop Beam Building Use: Residential Building Code: IBC 2015 Design Methodology P50 SUSTAINABLE FORESTRY iNrr1AnvE Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser.product design ciltefla and published design Values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature fOr Installation details. (www.wbodbywy.com) Accesaories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IOC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/seMces/s..CodeReports.aspx. The product application, input design loads, dimensions and support infOrmation have been provided by ForteSoftware Operator co LU 1 cc /o57w2 c! * /I7 * Paul Christenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com 10/10/2016 9:09:44 AM Forte v5.1, Design Engine: V6.5.1.1 Fourmont.4te Page 1 of 1 t 3529 Coastview Ct - Carlsbad, CA 92010 U1-185 - Email: JOB 16-236 SHEET NO OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE 5.0 Lateral Design & Analysis (Two-Story) Wind: P = A Kzt I PS3O IASCF. 7 - FquIiun b-I I Seismic: V = (IBC Equation 12.8.1) A = 1.00 (%. 6..,) S' 1.157 S1 = 0.444 Kzt = 1.0 ttij 6-1 F0 1.0 F = 1.6 Ps30 = 26.6 psf 018. R = 6.50 1 = 1.00 I = 1.0 (table II..I) V = 0.088 * Wt * p (p - Redundancy) P = 16.0 psf Criteria 1st Story 2nd Story Each Story Resists> 35% Base Shear: satisfied satisfied Wind Loads Any Shear Wall w/(h/l)>1.O is <33% Story Force: satisfied satisfied P = 16.0 psfx Trib Area p = 1 1 Roof Level Direction: N/S = 16.0 psf x 331 sq. ft. = 5283 lbs. Direction: E/W = 16.0 psf x 398 sq. ft. = 6352 lbs. 2nd Floor Level Direction: N / S = 16.0 psf x 366 sq. ft.= 5841 lbs. Direction: El W = 16.0 psf x 455 sq. ft. = 7262 lbs. Roof Weight Roof Wt. = 12.0 psf x 1662 sq. ft. = 19944 lbs. Exterior Wall Wt = 15.0 psf x 595 sq. ft. = 8925 lbs. Interior Wall Wt = 8.0 psf x 499 sq. ft. = 3992 lbs. Ceiling Wt = 6.0 psf x 1662 sq. ft. = 9972 lbs. Total Trib. WR = 42833 lbs. Floor Weight Diaphragm = 15.0 psf x 1662 sq. ft. = 24930 lbs. Exterior Wall WI = 15.0 psf x 1187 sq. ft. = 17805 lbs. Interior Wall Wt = 8.0 psf x 988 sq. ft. = 7904 lbs. 1st Fir. Roof Wt. = 15.0 psf x 0 sq. ft. = 0 lbs. • Total Trib. WR = 50639 lbs. Total Seismic Dead Load: Wt = 93472 lbs. ASD Base Shear: V = 0.088 * Wt = 8216lbs. Z Zj,zwj 3529 Coastview Ct - Carlsbad, CA 92010 JOB 16.236 SHEETNO 1.. OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE zut-i - maii: .com Roof Diapbram: N / S Direction E / W Direction V = 5283 lbs. V = 6352 lbs. A = 1662 sq.ft A = 1662 sq.ft fV/A= 3.18 psf f=VlA 3.82 psf Floor Diaohram: N / S Direction B / W Direction V = 5841 lbs. V = 7262 lbs. 1662 sq.ft A= 1662 sq.ft f=V/A= 3.51 psf f=V/A= 4.37 psf Seismic Lateral Distribution V = 8216 lbs. tp F V Level WX h,W. h, w (h. (ibs) (ft) (lbs-ft) (h1") (Ibs) (ibs) Roof 42833 17 728161 0.643 5279 5279 2d Floor 50639 8 405112 0.357 2937 8216 I 1133273 1.000 8216 ii' M MIS 1aa A. 1'P$lL Ziae.wl,Aa S4 3529 Coastview Ct- Carlsbad, CA 92010 JOB 16.236 SHEET NO 1j OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE Telephone (760) 207-1885 - Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis - 2nd Story Shear Walls 11 1 --' ... '..... -•••t••" -- .-...- —...- .. a • a . .... ......4.... . .... .. ...... ........ ........ a.............. .....l. . . a ..................-..,...........................,.................-.....-.-• ...-. ... -C., —..—.............-a. -.... a a • I • ..,............'.....L.............. ...a-aa..............-"i--......................................',_.. .. -— .............................;4.4 .................................. I I • a a - I 'a I Ti Jiz ;' I I a '1 iz 4-1 -- I t...•1.......•...i......,i.........,.•........•........•.... .. -- .1 4.. ---.• .1 '4. r -' ....,.. I \...a ..t i4... Y 1 'a • a i a ..- - - ..._._J.....4......I........a.....J. I I -, — —, — --— :-- I 4L TJt: a . I I S : 1 1 a • -•-,-. a .. S :-H- a ... I • I.I a:. I j I a a a N/S E/W (iridline 212.1 4 Length of Shearwalls -- Total Wall Fit. 8 8 Type A S A 0. FA SE FAtE FAI/E FA SE Gridline B.4 F Lengt 0.0 h of Shearwal1s Total Wall Ht. 8 8 Type A A 0) #iro #I6iVl0! #D0! AAA 8 8.0 46 9.7 0.0 0 0.0 0 -r 0.0 0 0.0 0 0.0 0 0.0 0.0 0 esfVAte,z.n,,i exam ffm, ro 3529 Coastview Ct - Carlsbad, CA 92010 JOB 16-236 SHEET NO 1.'- OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE ieiepnone (1U) zu(-1dd - maii: pauI.pcso(gman.com 5.1 Lateral Design & Analysis (cont.) Gridline () 50 % ( 5283 x 0.50 = 2641 #) 2641 tbs. V = 12 ft. = 220 plf /A \ OTF 1761 lbs. MST37 Gridline (7) 25 % ( 5283 x 0.25 = 1321 #) • 1.321 lbs V = 8 ft. = 165 plf /4\ O117 = 1321 tbs. MST37 fV,teaora 1o7 Zffo 3529 Coastview Ct - Carlsbad, CA 92010 ieiepnone ((01)) ZUI-1000 - JOB 16-236 SHEET NO OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) Cridline () . 33 % ( 6352 x 0.33 = 2096 #) 2096 lbs. V = )t ft. 24 pif 140 OTF = 1677 lbs. A MST37 Gridline Q— 33 % ( 6352 x 0.33 = 2096 #) 2096 lbs. V = 9.7 ft. = 216 plf OTT, = 1729 lbs. A MST-37 4.... I S , Tav &t j o JI 3529 Coastview Ct - Carlsbad, CA 92010 Telephone (760) 207-1885 - Email: paul.pcsd 5.2 Lateral Design & Analysis - 1st Story Shear Walls JOB 16-236 SHEET NO OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE _ ___ _ _"••: IiLUU UUWR I p $ i.....LL4....4...4..4- .. 4 ••• Ffisv 1DI 2o £,r#leek, NNE 3529 Coastview Ct - Carlsbad, CA 92010 JOB 16-236 SHEET NO OF_________ CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE .-,---. --, LJ1-1fl5b - maii: 5.2 Lateral DesiEn & Analysis (cont.) Gridline (?) , 23 % ( 5841 x 0.23 = 1344 #) 1344 lbs. + 2641 V ft. = TO pif •' Gridline ('l 23 % ( 5841 1344 lbs. + 1321 V = 3 cot. = 0t 'V888, r id1t Uss (bWlMl i/ :'I."x S39 OP F4c PVlr T7 Sr-DC Ut..3TW.))OM L1 C1Qo® ut. ,ç PF zow Li\ * £yiieeiaj 3529 Coastview Ct - Carlsbad, CA 92010 ieiepnone u; ui-i - man: 5.2 Lateral Design & Analysis (cont.) Gridline 25 % ( 7262 x 0.25 = 1815 #) 1815 lbs. 2096 Zvi V = 14U Gridline ( 25 % ( 7262 x 0.25 = 1815 #) 1815 lbs. + 2096 ç2.r :.6 1 ) 71.4 If V = = l.2 t"4 JOB 16-236 SHEET NO Lb OF________ CALCULATED BY PSC DATE 5/20/16 CHECK BY ___DATE SCALE WE. fs $I4 57k;" (155 /2,ø.'.s-3" Pr R4v: F'it. rt- 4/ç-b 6 )- 1G.V7 t3 Tics OL IV., PCSD Engineering PROJECT: CLIENT: PAGE: DESIGN BY: IcBfl*llee cc iumn&:FootIflgDesigfl:B Sëd on AISC'360-10.'ACI 318-11. and 2012 tBC -1807.3- . :1 INPUT DATA &DESIGN SUMMARY COLUMN SECTION (rube Pipe or WF) HSSBX8XSI8 COLUMN YIELD STRESS F = 46 ksi CANTJI.EVER HEIGHT H =ft COLUMN TOP LATERAL LOAD F = O"kips, ASD (Strong Axis Bending only) COLUMN TOP GRAVITY LOAD P = :14 kips, ASD DIAMETER OF POLE FOOTING b ALLOW SOIL PRESSURE LATERAL SOIL CAPACITY Pp = 0.2 ksf/ft RESTRAINED IS GRADE ?(lyes,ono) Yes Use 3.5 ft dia x 6.72 ft deep footing restrained @ ground level THE DESIGN IS INADEQUATE, SEE ANALYSIS Tube P F -•1• j , J. COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN (AISC 360-10, Hi) ~P' Pr+8(M,+Miy for tit1cr hIcy) Pc -- , ft,r <0.2 = 1.00 < 1.0 [satisfactory] Pr + + 21,, M ay) I'c Where Pr = 14.30 kips = 100.00 ft-kips M4, = o: ft -kips KL , = .. 26.. .ft, weak axis uribraced axial length PC = P /12C = 488 11.67 = 292.33 kips, (AISC 360-10 Chapter E) > Pr [Satisfactory] (Pe 'Pr) = 0.05 < 0.15 M,,, = Mr, 'b = 171.35 11.67= 102.60 ft-kips, (AISC 360-10 Chapter F) ,(Al SC34I-10E5.4a& ' M (Satisfactory] M,,,, =M lab = 171.35 /1.87= 102.60 ft-kips, (AISC 36O-lo Chapter F) >Mry [Satisfactory] POLE FOOTING (2012 IBC 1807.3) By trials, use pole depth, d = 6.723 It Lateral bearing @ bottom, S3 = 2 Pp Min( d, 12') = 2.69 ksf Lateral bearing © d/3. S = 2 PP Min( d/3, 12') = 0.90 ksf Require Depth is given by + 4j1 +4.36/11 for nonconstràined d - 4.25Ph 6.723 ft [Satisfactory] for constrained bs3 Where P = F = 10.00 kips A = 2.34P/(bS1 ) = 4.92 h = Mm /F 10.00 ft VERTICAL SOIL BEARING CAPACITY (Ad, Sec. 15.2.2) qS00 = Pl( r 0214) 1.49 ksf, (net weight of pole footing included.) Qe (Satisfactory] STRONG AXIS LATERAL DEFLECTION JLIL= 1.36 in > 2H/ 240. = 1.00 In [Unsatisfactory) 3E1 3529 Coastview Ct - Carlsbad, CA 92010 u1-1 MID - maii: -S.- JOB 16-236 SHEET NO i, OF L& CALCULATED BY PSC DATE 5/20/16 CHECK BY DATE SCALE 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING 1125 plf width = 1125 p]f = 1. 125 ft (MIN.) => 14 INCHES (MIN.) 1000 psf ASBP = 1000 psf ( E ) 15 "WIDE CONTIN. FTG WI I - # 4 TOP AND BOTTOM & EMBED. 18 INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING JI/ Ni P _____ 7 I_uJ_.,I P11 = 1000 * 15 * 48 12 12 aII = 5000 lbs 6.3 PAD DESIGN PAD SIZE P1 32 "SQUARE x I2THK W/ 4 4 4 EACH WAY P2 52" SQUARE x 16"THK WI 5 -# 5 EACH WAY P3 62" SQUARE x 16"THK W/ 6 -# 5 EACH WAY P4 68 "SQUARE x 26 "THK W/ 7 -# 5 EACH WAY P = 1000 * 32 'ma 7111 Lbs Pilaax = 1000 * 2 4 'm8x 18778 lbs P. 1000 * 52 Prna'( = 26694 lbs P,.-.= 1000 * 6 2 P.. = 32111 lbs 'N CHRiSTIAN WHEELER E N G I N EE R ING REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED FOURMONT RESIDENCE ADDITION 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: PAT AND MICHELLE FOURMONT 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA 92109 PREPARED BY: CHRISTIAN WHEELER F.NGThRFRTNG 3980 HOME Al( 257 JUNIPER AVE SAN DIEGO, CALIF( RESDNTL - RAD FOURMONT: 897 SF ADDTION @ 2ND FLR OF 3 BED 1 BATH// REMODEL APPROX 275 SF 1ST FLOOR. - 2042402900 12/6/2016 3980 Home Avenue + San Diego, CA 92105 CB162715 'N CHRISTIAN WHEELER E N G I N E E R I N G November 1, 2016 Pat and Michelle Fourmont CWE 2160562.01 257 Juniper Avenue Carlsbad, California 92008 Subject: Report of Preliminary. Geotechnical Investigation Proposed Fourmont Residence Addition, 257 Juniper Avenue, Carlsbad, California Dear Mr. and Mrs. Fourmont: In accordance with your request and our proposal dated September 23, 2016, we have completed a geotechnical investigation for the subject project. We are presenting herewith a report of our findings and recommendations. It is our professional opinion and judgment that no geotechnical conditions exist on the subject property that would preclude the construction of the proposed residential addition provided the recommendations presented herein are followed. If you have questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, CHRISTIAN WHEELER ENGINEERING -o4 (4B.4q 11II No. 36037 gDanielB. A2er,RCE # 36037 ii Exp. 6-30-18 DBA:tsw ec: pat@summitsteet.net S. ifi.. No. 2551 0.i CERTIFIED i—I ENGINEERING / GEOLOGIST / * Expires 7-31-17 ) FcA* Troy S. Wilson, C.E.G. #2551 3980 Home Avenue + San Diego, CA 92105 • 619-550-1700 4' FAX 619-550-1701 TABLE OF CONTENTS Page Introductionand Project Description ..................................................................................................... 1 Scopeof Services.....................................................................................................................................2 Findings..................................................................................................................................................3 SiteDescription...................................................................................................................................3 ExisitingFootings...............................................................................................................................3 GeneralGeology and Subsurface Conditions......................................................................................3 GeologicSetting and Soil Description.............................................................................................3 ArtificialFill ................................................................................................................................4 Topsoil.........................................................................................................................................4 OldParalic Deposits ....................................................................................................................4 Groundwater...................................................................................................................................4 TectonicSetting...............................................................................................................................4 GeneralGeologic Hazards..................................................................................................................5 General............................................................................................................................................5 SurfaceRupture...............................................................................................................................5 SlopeStability..................................................................................................................................5 Liquefaction.....................................................................................................................................6 Flooding..........................................................................................................................................6 Tsunamis.........................................................................................................................................6 Seiches.............................................................................................................................................6 Conclusions............................................................................................................................................6 Recommendations..................................................................................................................................7 Foundations........................................................................................................................................7 General............................................................................................................................................7 General............................................................................................................................................7 BearingCapacity..............................................................................................................................7 FootingReinforcing.........................................................................................................................7 LateralLoad Resistance.....................................................................................................................7 Underpinning..................................................................................................................................8 Foundation Excavation Observation.................................................................................................8 SettlementCharacteristics ...............................................................................................................8 ExpansiveCharacteristics..................................................................................................................8 FoundationPlan Review..................................................................................................................8 SeismicDesign Factors ....................................................................................................................9 SurfaceDrainage..............................................................................................................................9 Limitations........................................................ . ................................................................................... 10 Review, Observation and Testing ...................................................................................................... 10 Uniformityof Conditions.................................................................................................................10 Changein Scope................................................................................................................................11 TimeLimitations ............................................................................................................................... 11 ProfessionalStandard........................................................................................................................11 Client's Responsibility......................................................................................................................12 FieldExplorations................................................................................................................................12 LaboratoryTesting...............................................................................................................................12 CWE 2160562.01 Fourmont Residence Addition 257 Juniper Avenue Carlsbad, California ATTACHMENTS TABLES Table I Seismic Design Parameters, 2013 CBC FIGURES Figure 1 Site Vicinity Map, Follows Page 1 PLATES Plate 1 Site Plan & Geotechnical Map APPENDICES Appendix A Subsurface Explorations Appendix B Laboratory Test Results Appendix C References Appendix D Recommended Grading Specifications-General Provisions CWE 2160562.01 Fourmont Residence Addition 257 Juniper Avenue Carlsbad, California CHR-ISTIAN WHEELER E N G IN EE R. ING PRELIMINARY GEOTECHNICAL INVESTIGATION PROPOSED FOURMONT RESIDENCE ADDITION 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA INTRODUCTION AND PROJECT DESCRIPTION This report presents the results of a preliminary geotechnical investigation performed for proposed residential addition to be constructed at 257 Juniper Avenue, Carlsbad, California. The following Figure No. 1 presents a vicinity map showing the location of the property. We understand that the subject project will consist of the construction of a second story addition to the southwestern portion of the structure. The addition will also include a loft. The addition will be of wood-frame and steel construction, will be supported on new shallow foundations and will incorporate raised wood-floors. To assist in the preparation of this report, we were provided with a set of miscellaneous plans prepared by Warren Scott + Architecture, dated July 11, 2016. A copy of a site plan included in the set was used as a base map for our Site Plan and Geologic Map, and is included herein as Plate No. 1. This report has been prepared for the exclusive use of Pat and Michelle Fourmont, and their design consultants, for specific application to the project described herein. Should the project be modified, the conclusions and recommendations presented in this report should be reviewed by Christian Wheeler Engineering for conformance with our recommendations and to determine whether any additional subsurface investigation, laboratory testing and/or recommendations are necessary. Our professional services have been performed, our findings obtained and our recommendations prepared in accordance with generally accepted engineering principles and practices. This warranty is in lieu of all other warranties, expressed or implied. 3980 Home Avenue + San Diego, CA 92105 . 619-550-1700 4 FAX 619-550-1701 SITE VICINITY OpenStreetMap contributors 148 3472 3424 175 34W 34380,-~' 167 3492 210 S21 147 3481 3487 271 295 ' '. \•. 50129 245 281 3460 154 3495)) 3510 376 3470 3526 3490122 350S 354 3560 3570 3490 102 3588 270 318 3525 163 3543IS21 155 13S 3555 36" 18 125 k. 330 55 351815o,.• 384 156 3640 30 4S \\\36S4 3510 160 1 0 3622 252 369 370 \ 3639. 366.2 To)77ora 3681-1 285 330 3655 267 ch 320 4610:4' 6 24 PROJECT SITE 3ss 363 3695 3636 3726 260 S4l 360 370 \\\ 3648 138 3748 240 7,7 350 \ \\ \3770 3668 3709 285 330 3745' jiff z6S 30032°0J 39, 521 141 3G9O 155 3771\\,--'ç0 3 290 351 39( 135 160 o1' 270 ..' 331 iso , \ \ 3812 250 321 370 3710 140 ,V73805 3832 ,,,./ 301 350 130 3815\ \\•, 271 291 30B 310 N 3824 144 3861 145 3840 159 3 \\ \, 7 29 'X 350' 3900 253 1 W+E 135 130 150 3912 237 .d 330 3870 05 !80 $06 FOURMONT RESIDENCE ADDITION 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA DATE: NOVEMBER 2016 JOB NO.: 2160562.01 BY: SRD FIGURE NO.: I 4) CHRISTIAN WHEELER ENGINEERING \\I 351 CWE 2160562.01 November 1, 2016 Page No. 2 SCOPE OF SERVICES Our preliminary geotechnical investigation consisted of surface reconnaissance, subsurface exploration, obtaining representative soil samples, laboratory testing, analysis of the field and laboratory data, and review of relevant geologic literature. Our scope of service did not include assessment of hazardous substance contamination, recommendations to prevent floor slab moisture intrusion or the formation of mold within the structures, evaluation or design of storm water infiltration facilities, or any other services not specifically described in the scope of services presented below. More specifically, the intent of our proposed investigation was to: Excavate two hand-dug test pits to explore the existing soil conditions. At the client's request the pits were not backfilled. Evaluate, by laboratory tests and our past experience with similar soil types, the engineering properties of the various soil strata that may influence the proposed construction, including bearing capacities, expansive characteristics and settlement potential. Describe the general geology at the site including possible geologic hazards that could have an effect on the proposed construction, and provide the seismic design parameters as required by the 2013 edition of the California Building Code. Address potential construction difficulties that may be encountered due to soil conditions, groundwater or geologic hazards, and provide geotechnical recommendations to deal with these difficulties. Provide foundation recommendations for the type of construction anticipated and develop soil engineering design criteria for the recommended foundation designs. Provide a preliminary geotechnical report that presents the results of our investigation which includes a plot plan showing the location of our subsurface explorations, excavation logs, laboratory test results, and our conclusions and recommendations for the proposed project. Although a test for the presence of soluble sulfates within the soils that may be in contact with reinforced concrete was performed as part of the scope of our services, it should be understood Christian Wheeler Engineering does not practice corrosion engineering. If a corrosivity analysis is considered necessary, we recommend that the client retain an engineering firm that specializes in this CWE 2160562.01 November 1, 2016 Page No. 3 field to consult with them on this matter. The results of our sulfate testing should only be used as a guideline to determine if additional testing and analysis is necessary. FINDINGS SITE DESCRIPTION The subject site is rectangular-shaped residential lot located at 257 Juniper Avenue, Carlsbad, California. The site presently supports a single-and two-story residential structure, a detached garage, and a concrete driveway. The property is bounded on the north by Juniper Avenue, and is otherwise bounded by residential properties. Topographically, the site is near flat-lying. EXISTING FOOTINGS The footings supporting the existing structure were exposed in the test pits. The following table summarizes our measurements of the existing footings and the foundation soils. One of our test pits was excavated at a location where the original home connected with a lateral addition. TABLE I: EXISTING FOOTINGS Pit Location Footing Depth/ Width Foundation Soils Pit P-i 14"/15" Topsoil, Loose Silty Sand* Pit P-2 14"/15" Fill, Loose Silty Sand* Pit P-2 15"/12" Fill, Loose Silty Sand *Addition, 'Original part of the structure GENERAL GEOLOGY AND SUBSURFACE CONDITIONS GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in the Coastal Plains Physiographic Province of San Diego County. Based upon the findings of our subsurface explorations and review of readily available, pertinent geologic and geotechnical literature, it was CWE 2160562.01 November 1, 2016 Page No. 4 determined that the site is generally underlain by artificial fill, topsoil, and old paralic deposits. These materials are described below: ARTIFICIAL FILL (Qaf): Artificial fill was encountered in the subsurface explorations. The artificial fill extended to a depth of about 1 foot to about 1½ feet from existing grade in test pit P-i and P-2, respectively. The fill materials generally consisted of orangish-brown, damp, loose, silty sand with trace of gravel and asphalt concrete debris (SM). The artificial fill was judged to have a very low expansion potential (El <20). TOPSOIL: A topsoil layer with a thickness of about 1½ feet and 2 feet was encountered in test pits P-i and P-2, respectively. The topsoil materials consisted of dark brown and dark reddish- brown, damp, loose, silty sand (SM) The topsoil was judged to have a very low expansion potential (El <20). OLD PARALIC DEPOSITS (Qop): Quaternary-age old paralic deposits were encountered underlying the surficial soils. The old paralic deposits generally consisted of orangish-brown, damp, medium dense to dense, silty sand (SM). The old paralic deposits judged to have a very low expansion potential (El <20). GROUNDWATER: No groundwater or major seepage was encountered in our subsurface explorations. We do not expect any significant groundwater related conditions during or after the proposed construction. However, it should be recognized that minor groundwater seepage problems might occur after construction and landscaping are completed, even at a site where none were present before construction. These are usually minor phenomena and are often the result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated construction and the permeability of the on-site soils, it is our opinion that any seepage problems that may occur will be minor in extent. It is further our opinion that these problems can be most effectively corrected on an individual basis if and when they occur. TECTONIC SETTING: It should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones that consist of several individual, en echelon faults that generally strike in a northerly to northwesterly direction. Some of CWE 2160562.01 November 1, 2016 Page No. 5 these fault zones (and the individual faults within the zone) are classified as active while others are classified as only potentially active according to the criteria of the California Division of Mines and Geology. Active fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years) while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 1.6 million years before the present) but no movement during Holocene time. Inactive faults are those faults that can be demonstrated to have no movement in the past 1.6 million years. It should be recognized that the active Rose Canyon/Newport Inglewood Fault Zone is located approximately 41h miles west of the site. Other active fault zones in the region that could possibly affect the site include the Coronado Bank, San Diego Trough, and San Clemente Fault Zones to the west, the Palos Verdes Fault Zone to the northwest and the Elsinore, Earthquake Valley, San Jacinto and San Andreas Fault Zones to the northeast. GENERAL GEOLOGIC HAZARDS GENERAL: The site is located in an area where the risks due to significant geologic hazards are relatively low. No geologic hazards of sufficient magnitude to preclude the construction of the subject project are known to exist. In our professional opinion and to the best of our knowledge, the site is suitable for the proposed improvements. SURFACE RUPTURE: There are no known active faults that traverse the subject site; therefore, the risk for surface rupture at the subject site is considered low. SLOPE STABILITY: As part of this investigation we reviewed the publication, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area" by Tan and Giffen, 1995. This reference is a comprehensive study that classifies San Diego County into areas of relative landslide susceptibility. The subject site is located in Area 2, which is considered to be "marginally susceptible" to slope failures. Based on our findings and the proposed construction, it is our opinion that the likelihood of slope stability related problems at the site is very low. CWE 2160562.01 November 1, 2016 Page No. 6 LIQUEFACTION: The earth materials underlying the site are not considered subject to liquefaction due to such factors as soil density, grain-size distribution, the absence of shallow groundwater conditions. FLOODING: As delineated on the Flood Insurance Rate Map (FIRM) prepared by the Federal Emergency Management Agency, the site is not located within either the 100-year flood zone or the 500-year flood zone. TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic eruptions. Due to the site's elevation and setback from the ocean and elevation, it will not be affected by a tsunami. SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs. Due to the site's location, it will not be affected by seiches. CONCLUSIONS In general, it is our professional opinion and judgment that the subject property is suitable for the construction of the proposed residential addition provided the recommendations presented herein are implemented. The main geotechnical condition affecting the proposed project consists of potentially compressible artificial fill and topsoil. The site is underlain by relatively thin layer of potentially compressible artificial fill and topsoil. As encountered in our subsurface explorations, these materials extend to a maximum combined depth of about 3 feet from existing grade. These soils are considered unsuitable, in their present condition, for the support of settlement sensitive improvements. In order to mitigate this condition, special foundation consideration is recommended hereinafter. The site is located in an area that is relatively free of geologic hazards that will have a significant effect on the proposed construction. The most likely geologic hazard that could affect the site is ground shaking due to seismic activity along one of the regional active faults. However, construction in accordance with the requirements of the most recent edition of the California Building Code and the CWE 2160562.01 November 1, 2016 Page No. 7 local governmental agencies should provide a level of life-safety suitable for the type of development proposed. RECOMMENDATIONS FOUNDATIONS GENERAL: Based on our findings and engineering judgment, the proposed addition may be supported by new conventional shallow continuous. The following recommendations are considered the minimum based on the anticipated soil conditions, and are not intended to be lieu of structural considerations. All foundations should be designed by a qualified engineer. DIMENSIONS: Spread footings supporting proposed addition should be embedded at least 24 inches below lowest adjacent finish pad grade and should extend at least 6 inches into old paralic deposits, whichever is more. Based on our findings the footings will be at least about 31h feet deep. Continuous and isolated footings should have a minimum width of 12 inches and 24 inches, respectively. BEARING CAPACITY: Spread footings supporting the proposed addition with a minimum dimensions recommended in the previous paragraph may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot (psf). This value may be increased by 600 pounds per square foot for each additional foot of embedment and 400 pounds per square foot for each additional foot of width up to a maximum of 4,000 pounds per square foot. These values may be increased by one-third for combinations of temporary loads such as those due to wind or seismic loads. FOOTING REINFORCING: Reinforcement requirements for foundations should be provided by a structural designer. However, based on the expected soil conditions, we recommend that the minimum reinforcing for continuous footings consist of at least 2 No. 5 bars positioned near the bottom of the footing and 2 No. 5 bars positioned near the top of the footing. LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.30. The passive CWE 2160562.01 November 1, 2016 Page No. 8 resistance may be considered to be equal to an equivalent fluid weight of 300 pounds per cubic foot. These values are based on the assumption that the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value should be reduced by one- third. UNDERPINNING: Underpinning recommendations should be provided by the project structural designer based on the general information provided in this report. FOUNDATION EXCAVATION OBSERVATION: All footing excavations should be observed by Christian Wheeler Engineering prior to placing of forms and reinforcing steel to determine whether the foundation recommendations presented herein are followed and that the foundation soils are as anticipated in the preparation of this report. All footing excavations should be excavated neat, level, and square. All loose or unsuitable material should be removed prior to the placement of concrete. SETTLEMENT CHARACTERISTICS: The anticipated total and differential settlement is expected to be less than about 1 inch and 1 inch over 40 feet, respectively, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to concrete shrinkage during curing or redistribution of stresses, therefore some cracks should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. However, it should be recognized that there is a higher degree of uncertainty in evaluating existing fills, and partially loading existing footings may result in increased differential settlements detrimental to the existing and proposed improvements. It is further our opinion that these conditions may result in cosmetic distress that may be easily repaired, and not result in significant structural distress to the structure. EXPANSIVE CHARACTERISTICS: The prevailing foundation soils are assumed to have a very low expansive potential (El <20). The recommendations within this report reflect these conditions. FOUNDATION PLAN REVIEW: The final foundation plan and accompanying details and notes should be submitted to this office for review. The intent of our review will be to verify that the plans used for construction reflect the minimum dimensioning and reinforcing criteria presented in this section and that no additional criteria are required due to changes in the foundation type or layout. It is not our CWE 2160562.01 November 1, 2016 Page No. 9 intent to review structural plans, notes, details, or calculations to verify that the design engineer has correctly applied the geotechnical design values. It is the responsibility of the design engineer to properly design/specify the foundations and other structural elements based on the requirements of the structure and considering the information presented in this report. SEISMIC DESIGN FACTORS The seismic design factors applicable to the subject site are provided below. The seismic design factors were determined in accordance with the 2013 California Building Code. The site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters are presented in the following Table I. TABLE I: SEISMIC DESIGN FACTORS Site Coordinates: Latitude Longitude 33.1510 -117.3450 Site Class D Site Coefficient F. 1.037 Site Coefficient F 1.556 Spectral Response Acceleration at Short Periods S5 1.157 g Spectral Response Acceleration at 1 Second Period Si 0.444 g 5MSF555 1.200 g SMI=FvSI 0.690 g SDs=2/3*S?vls 0.800 g SDI =2/3* 670:gSMI 0.4 Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as the magnitude of the seismic event and the distance to the epicenter. It is likely that the site will experience the effects of at least one moderate to large earthquake during the life of the proposed improvements. SURFACE DRAINAGE The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed improvements toward appropriate drainage facilities. Rain gutters with downspouts that discharge runoff away from the structure into controlled drainage devices are recommended. CWE 2160562.01 November 1, 2016 Page No. 10 The ground around the proposed improvements should be graded so that surface water flows rapidly away from the improvements without ponding. In general, we suggest that the ground adjacent to the structure be sloped away at a minimum gradient of 2 percent. For densely vegetated areas where runoff can be impaired should have a minimum gradient of 5 percent for the first 5 feet from the structure is suggested. It is essential that new and existing drainage patterns be coordinated to produce proper drainage. Drainage patterns provided at the time of construction should be maintained throughout the life of the proposed improvements. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Over watering should be avoided. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, zones of wet or saturated soil may develop. LIMITATIONS REVIEW, OBSERVATION AND TESTING The recommendations presented in this report are contingent upon our review of final plans and specifications. Such plans and specifications should be made available to the geotechnical engineer and engineering geologist so that they may review and verify their compliance with this report and with the California Building Code. It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering services during the earthwork operations. This is to verify compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. UNIFORMITY OF CONDITIONS The recommendations and opinions expressed in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill CWE 2160562.01 November 1, 2016 Page No. 11 slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the geotechnical engineer so that he may make modifications if necessary. CHANGE IN SCOPE This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. This should be verified in writing or modified by a written addendum. TIME LIMITATIONS The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the Standards-of-Practice and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations. PROFESSIONAL STANDARD In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. CWE 2160562.01 November 1, 2016 Page No. 12 CLIENT'S RESPONSIBILITY It is the responsibility of the Clients, or their representatives, to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to insure that the contractor and his subcontractors carry out such recommendations during construction. FIELD EXPLORATIONS Two subsurface explorations were made on October 19, 2016 at the locations indicated on the Site Plan and Geotechnical Map included herewith as Plate No. 1. These explorations consisted of hand-dug test pits. The fieldwork was conducted under the observation and direction of our engineering geology personnel. The explorations were carefully logged when made. The test pit logs are presented on Appendix A. The soils are described in accordance with the Unified Soils Classification. In addition, a verbal textural description, the wet color, the apparent moisture, and the density or consistency is provided. The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard. Relatively undisturbed and bulk samples of the earth materials encountered were collected and transported to our laboratory for testing. LABORATORY TESTING Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed and the subsequent results are presented in Appendix B. ------------------------------- JUNIPER AVE 0 EDGE OF PAVEMENT (NO CURBS OR SIDEWALK) EXISTING CONCRETE • .. .. .: L EXISTING PERIMETER FENCE. F HT., WITH SELF- I EXISTING POOL EXISTING/ ARGE - -EXISTING PERIMETER FENCE. V MT. I I 50.w CWE LEGEND P-2 APPROXIMATE TEST PIT LOCATION 2L ARTIFICIAL FILL OVER Qop OLD PARALIC DEPOSITS °Surficial Topsoil Not Mapped 4 0 20' 40' SCALE: 1" = 20' FOURMONT RESIDENCE ADDITION SITE PLAN 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA AND DATE: NOVEMBER 2016 I JOB NO.: 2160562.01 CHRISTIAN WHEELER. GEOTECHNICAL MAP I ENGINEERING BY: SRD PLATE NO.: 1 Appendix A Subsurface Explorations LOG OF TEST PIT P-i Sample Type and Laboratory gend cai Modified ? SPT Standard Penetration Test DR Drive Ring ST Shelby Tube Date Logged: 10/19/2016 Equipment: Hand Tools iw Max Density DS Direct Shear Logged By: DJF Auger Type: N/A SO4 Soluble Sulfates Con Consolidation Existing Elevation: 100.0 feet (assumed) Drive Type: N/A NA. jal Resistance Value Sand Equivalent Chi Soluble Chlorides Finish Elevation: 100.0 feet (assumed) Depth to Water: N/A P1 Plasticity Index .. Res pH & Resistivity CP Collapse Potential SD Sample Density • 0 o SUMMARY OF SUBSURFACE CONDITIONS . (based onunified Soil Classification System) l' . - 4'PCCslab. ' ------------------ I . - - 00 -- --- SM — Aitifitial Fill (Oaf): Orangish-brown damp, kose, very fine- to —mdiuingrinedrSiL—TY-SAI Dth-.iceravçls------- - - • - - T. - SimTpsoil: Dirk brown to dark reddish-brown, nioisc, loose, very fin!e- to i e.diiisFgr. AND poYo itlrotletfr able - - - . - - SO4 - - - iii...titiiLiii I - ' SM Old Paralic Deposits (Qop) :Orangish-brown, moist, mdium dese, very fine-j 3 I ] j SA - - - - t ne.Lum1ränjd SILTY SANu witn trace! mahc,du : - 4.8 1180 1-- CP1 DS' - [ --•1 F I D6se11 i .....l II ii 4 _I_ _I l ._j CI 1F'1IhiFl_IlI 47 23l I I j 1 I I - - r i i I '•__.._._J_-- liii ........ ------------.----------------LL._J...J.L.....LJ------ h iII: Till I li !lI l l I................ 11 ill I I I I I Test ptterninatedat6 feet. I I I I I j H I _L... Ngs5tefOrTeeagLro.fteiJ - I ...... -——....ttLtt........... ..L... 1 1 -...--. 1J I I jilt ll'i ---7-- -207 Ii I i Li H t I H ill I I I iIIt!IIiijI Huth 7 iIj liii rI HIr H±TI Li Lili Li LI J.... I .I I_._ '..j I 1... ...l l•II'' . 'I Ii Symbol Legend ' . - FOURMONT RESIDENCE ADDITION Groundwater Level During Drilling . •- Groundwater Level After Drilling - 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA . .5001 . AMR- Apparent Seepage CHR.ISTIAN WHEELER. DATE: NOVEMBER 2016 JOB NO.: - . 2160562.01 * . No Sample Recovery • - . ENGINEERING [BY---SRD FIGURE NO.: A-i ** Non-Representative Blow Count (rocks present) . -- LOG OF TEST PIT P-2 S am pleTpeandLaboratoryThtLegend Cal ModifiedCaliforniaSampler CK Chunk F.Da,legged: SPT Standard Penetration Teit DR Drive Ring ST Shelby Tube 10/19/2016 Equipment: Hand Tools IW MmDenshy DS Direct Shear By: DJF Auger Type: N/A S04 Soluble Sulfates SA Sieve Analysis El Expansion IO luiJ ex Existing Elevation: 100.0 feet (assumed) Drive Type: N/A HA Hydrometer hl Resistance Value SE Sand Equivalent C Soluble Chlorides Finish Elevation: 100.0 feet (assumed) Depth to Water: N/A P1 Plasticity Index Res p)l & Resisuvisy - CP Collapse Potential SD Sample Density 0 0 0 z o g 0 U SUMMARY OF SUBSURFACE CONDITIONS (based on Unified Soil Classification System) I- ZW . 3. toi ' P'CC slab. 1•1 '. 1 SM —--debrisi---- Aitificial Fill (Qafl: Orangish-brown damp, làose SILTY SAND wi h trace AC 1- - .•-.---_....•-...--.......--.-....-......-.-....-.-..--.---.--.--......-..-..--..-.-.---.--'- - - - -__ -- - . SM Topsoil: Dark brown, moist, loose very fine- to medium-gs-ained, SILTY SAND loose,,, -- - - -- CK —2 . I 1T i iTt T I iii -Fl_I I Li_I - rl L1H 111 1 A X j SM Old Parahe Deposits (Qop) Oragisb brown moist, rndiu dense very iniumgrain SILTYSAN tht Iuuenod1es I I j. fine-I i j__ _ ii :11 1I I :cK1li71o3 CPI 1ii:i IT! 'iiiIliii 1 1 —-with -friable-------- it tHH ill Htj jljl11 J I I I I U LI I Test pit terminated at 6 feet 1 IfgioJ1iwateror seepagiuco.iLte1.J. I I I - 1 i'-i'' I 1 Iii..... • I 1 6_l_jrIl II ;1JI1 .I1I1I _ .....,... t,--1• ... .111 I....1 .......ri............... I 1II:1 _ T It..l III... ..........._,.L i I II _i II1_tji 1 . NtH 1 IJiL ti HtL J FIL L L LLiLj - --1-H H -H Symbol Legend FOURMONT RESIDENCE ADDITION * Groundwater Level After Drilling Groundwater Level During Drilling WP 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA - 5fil .fl Apparent Seepage CHRISTIAN WHEELER. DATE: NOVEMBER 2016 JOB NO.: 2160562.01 * NoSampleRecovery . . . ENGINEERING BY: SRD * FIGURE NO.:. A-2 ** ' Non-Representative Blow Count (rocks present) Appendix B Laboratory Test Results Laboratory tests were performed in accordance with the generally accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System and are presented on the exploration logs in Appendix A. MOISTURE-DENSITY: MOISTURE-DENSITY: In-place moisture contents and dry densities were determined for a selected soil sample in accordance with ATM D 1187. The results are summarized in the boring logs presented in Appendix A. DIRECT SHEAR: Direct shear tests were performed on selected samples of the on-site soils in accordance with ASTM D 3080. GRAIN SIZE DISTRIBUTION: The grain size distribution of a selected sample was determined in accordance with ASTM C136 and/or ASTM D 422. COLLAPSE POTENTIAL: Collapse potential test were performed on selected undisturbed soil samples in accordance with ASTM D 5333. SOLUBLE SULFATES: The soluble sulfate content of a selected soil sample was determined in accordance with California Test Method 417. W.- LAB SUMMARY CHKISTIAN WHEELER Ii N G I N Ii Ii P I N C BY: DBA I DATE: NOV 2016 1 REPORT NO.:2160562.01 I FIGURE NO.: B-i LABORATORY TEST RESULTS PROPOSED FOURMONT RESIDENCE ADDITION 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA DIRECT SHEAR (ASTM D3080) Sample Location Test Pit P.3 @ 3'-6' Sample Type Remolded to In-Situ Density and Moisture Content Friction Angle 310 Cohesion 150 psf GRAIN SIZE DISTRIBUTION (ASTM D422) Sample Location Sieve Size #4 #8 #16 #30 #50 #100 #200 Test Pit P-I @ 3'-6' Percent Passing 100 99 99 93 57 32 25 COLLAPSE POTENTIAL (ASTM D 5333) Sample Location Test Pit P-I @ 31/2' Initial Moisture Content 4.8% Initial Density 118.0 pcf Consolidation Before Water Added 3.7% Consolidation After Water Added 5.0% Final Moisture 12.2% Test Pit P-2 @ 4' 7.1% 103.0 pcf 8.4°k 8.9% 15.3% SOLUBLE SULFATES (CALIFORNIA TEST 417) Sample Location Test Pit P-I @ 1'-3' Soluble Sulfate 0.004 % (SO4) CWE 2160562.01 November 1, 2016 Plate No. B-2 Appendix C References CWE 2160562.01 November 1, 2016 Appendix C-i REFERENCES Bryant, W. A. (compiler), 2005, Digital Database of Quaternary and Younger Faults from the Fault Activity Map of California, version 2.0: California Geological Survey Web Page, http://www.consrv.ca.gov/CGS/information/publications/QuaternaryFaults_ver2.htm Historic Aerials, NETR Online, historicaerials.com Jennings, C.W., 1975, Fault Map of California, California Division of Mines and Geology, Map No. 1, Scale 1:750,000. Jennings, C.W. and Bryant, W. A., 2010, Fault Activity Map, California Geological Survey, Geologic Data Map No. 6, http://www.quake.ca.gov/gmaps/FAM/faultactivitymap.html Kennedy, Michael P. and Tan, Siang S., 2007, Geologic Map of the Oceanside 30'x60' Quadrangle, California, California Geologic Survey, Map No. 2. Tan, S.S., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San Diego County, California, California Division of Mines and Geology Open-File Report 95-04. U.S. Geological Survey, U.S. Seismic Design Maps Web Application, http://geohazards.usgs.gov/designmaps/us/application.php U.S. Geological Survey, Quaternary Faults in Google Earth, http://earthquake.usgs.gov/hazards/qfauks/google.php Appendix D Recommended Grading Specifications - General Provisions CWE 2160562.01 November 1, 2016 Appendix D, Page D-1 RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS PEROPOSED FOURMONT RESIDENCE ADITION 257 JUNIPER AVENUE CARLSBAD, CALIFORNIA GENERAL INTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provide these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc., construction should be stopped until the conditions are remedied or corrected or he shall recommend rejection of this work. CWE 2160562.01 November 1, 2016 Appendix D, Page D-2 Tests used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D1557 Density of Soil In-Place - ASTM D1556 or ASTM D6938 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil. The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above CWE 2160562.01 November 1, 2016 Appendix D, Page D-3 described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. CWE 2160562.01 November 1, 2016 Appendix D, Page D-4 When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CWE 2160562.01 November 1, 2016 Appendix D, Page D-5 CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and CWE 2160562.01 November 1, 2016 Appendix D, Page D-6 parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29-2. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material are provided by the Geotechnical Engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. C• ( A. City of disbad CERTIFICATION OF SCHOOL. FEES PAID B-34 Develobment 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 Fourmont Residence Building Permit Plan Check Number CB162715 Project Address: 257 JunjperAve A.P.N 204-24049-00 Project Applicant Patrick Fourmont (Owner Name) Project Description: Residential Addition Building Type Residential: NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: 897 Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: Shay L Eve.vt' Date October 11, 2016 Carlsbad Unified School District []Vlsta Unified School District U San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e Ste. 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 1 Contact: Nancy Doice (By Appt. Only) [J Encinitas Union School District. D San Dieguito Union High School District-By Appointment Only By appointment only 684 Requeza Dr. 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Encinitas, CA 92024 (760-753-6491 x 5514) (780-944-4300 xli 661 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 theAiilding permit is issued or if the initial determination of Units or square footage is found to be incorrect, and that (7filhe Owner is the owner/developer of the above described project(s), or that the person executing this declaration iquthorized to sign on behalf of the Owner. Signature: Date: B-34 Page 1 of 2 Rev. 03109 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the schooldistrict(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 àwner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER & 94rde CARLSBAD UNIFIED CCIIOOL DiSTRICT 6225 EL CAMINO REAL. CARLSBAD, CA 92009 (flo) 1/i çO-D B-34 Page 2 of 2 . Rev. 03/09 DAVIAR4 C%4KSELEMENI4RY DG4RLS840 UMFIED SCHOOL DISThICT DPACIPICRMULEMEW74M' Receipt No; DAII7AM OAKS MIDDLE CJCARL$PAD VILLAOEACADEAIY [JP011IGEThA ammw 0 BUENA VISTA ELSMENTARY [JHOPEELF.MENTARY 0 PRESCHOOL. 49167 FFE SON ElEMENTARY [JSAGECREEJ(HIGH GALAVERA HiLLS MIDDLE EDWIVELEMENRW LEY MIDDLE [J CARLSBAD HIGH [JM4GNOU.4 ELEMENTARY (OT HER RECEIVED FROM:_tfli! tsA !#44'44d DATE: (U Applicable) PARENT OF IV kY... PAYMENT FOR: ACCOUNT NUMBER AMOUNT BYI CASH CHECKR1qt,_WTAL i... .:: '.:.. .. . MiCHELLE E FOURMONT Jio 3796' AT, P FOURMONT 257 11NiPER AyE' PN"760-730-3920 it I -rL'JtI, ....: ' cARLBAO k.9OO8444. .\. .' ': OATE. ....... PAY TO THE . RDER OF- $ 1. \' 5" MEMO $tu U34h %oø' ' nO?3ös9'?q1 • . -17 Best Management Pracqce* flNI!!ABIDiIflflflflIflflflflhIDhII • _______ i: -; z I••••••••MEN NEE T 117 ___________•____________—______________- Instructions. I. Checic the box to the left of all applicable construction activity (first column) expected to occur during corcetruction. 2. Located clang the top of the RUP Toble is a list of BUP's with We canesponcfmg California Stormeater Quality Association (CASQA) doxigeatixn number. Choose one or more BMPb you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction honchoak for information and detato of the chosen OMPe and how to apply them to the project. RECEIVED CITY OF CARLSBAD STORM WATER POLLUTION OCT 19 2016 ALL NECESSARY EQUIPMENT AND MATERIALS SHALl. BE AVAILABLE ON Slit TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE Clii INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE Clii INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY V1q1EN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNEWS CERTIFICA I UNDERSTAND AND ACKNOWLEDGE THAT I MU5T (I) IMPLEMENT BEST MANAGEMENT PRACTICES (BwS) DURING CONSiRUCilOtI ACTIVITiES TO THE MAXIMUM EXTENT PRAGTTCABT.E TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RZLA1ED POLLUTANTS AND (z) ADHERE TO. AND AT ALL 1ME COMPLY WITH THIS CITY APPROVED TIER I CONSTRUCTiON SWT'PP THROUGHOUT THE DURATION OF THE COfG1RUC1ION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CAWLSDAD. vp:r OWNER(S)/DAlI r N AME (P11Km) OWNER(S) S AGE EjNAlUlE) DATE E-29 SHOW THE LOCATIONS OFALL CHOSEN BMPs MOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMPs are subject to field inspection- Page 1 of 1 PROJECTINFORMATION Site Address; 9P.C4Ve Assessors Porcol Number &4_MO24 00 Emergency Contact: Name._Q*_LPt VWIOis 24 Hoor Phan - Construction Coinsttuctran l)weol to Storm tthter Quality (Check Box) - 0 MEDIUM REV STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 CB lD2 CYO jQ(L . DETERMINATION OF f. Development Services PROJECT'S SWPPP Land Development Engineering I L City of TIER LEVEL AND CONSTRUCTION 1635 Faraday Avenue Cdrlsbad. THREAT LEVEL 760-602-2750 www.carlsbadca.gov E-32 I'm applying for: 0 Grading Permit 'Building Permit 0 Right-of-way permit 0 Other Project Name: f,rrvto b.$dCbtC- 1'roject ID: DWG #CB#____________ Address: 2G4 aunjFc4ve... APN oM 3MQ 2A DO Disturbed Area: Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check applicable criteria and circle the corresponding SWPPP Tier Level, then go to sectIon 2) Tier Level Exemot -No Threat Project 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 !cllowl.ng pe çmpfmSWPP.requurements Exempt Electrical Patio I )' Mobile Home ' PlumbinTF> Spa (Factory-Made) I r------...........4 .............. - ...... ...!..1 .... Tier 3- Significant Threat Assessment Criteria - (See Construction General Permit (COP) Section LB)* U 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, U 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, O My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or U 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. O 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: U Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.18 of the Carlsbad Municipal Code); or, U Project will result in 2,500 square feet 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: Tier 2 located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5-horizontal to I vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through Apr. 30). Tier 1- Low Threat Assessment Criteria 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: Tier I results in some soil disturbance; and/or includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling)__ . . .. .. - - Items listed are excerpt from COP. COP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Pagel of 2 Rev. 2/18/16 on 2: Determination of Project's Construction Threat Level 7applicable FWPPP (Check criteria under the Tier Level as determined In section 1, circle . Construction Tier responding Construction Threat Level, then complete the Threat Level ev 0 signature block below) - Not Applicable - Exempt Exempt Tier 3— High Construction Threat Assessment Criteria: My Project meets one or more of the following: ci Project site is 50 acres or more and grading will occur during the rainy season U 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 dischargesdirectly to an ESA High C] Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) I] Site slope is 5 to I or steeper C] Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1- April 30). O Owner/contractor received a Storm Water. Notice of Violation within past two years Tier 3— Medium Construction Threat Assessment Criteria Medium U All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 - High Construction Threat Assessment Criteria: My Project meets one or more of the following: O Project is located within the Buena Vista or Ague Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA 0 Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tier 2 ci Site slope is 5 to I or steeper U Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1- Apr. 30). U Owner/contractor received a Storm Water Notice of Violation within past two years U Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 —lAcdium Construction Threat Assessment Criteria Medium U My project does not meet Tier 2 High Threat Assessment Cntena listed above Tier I - Medium Construction Threat Assessment Criteria: My Prolect meets one or more of the following: C] Owner/contractor received a Storm Water Notice of Violation within past two years Medium Li Site results in 500 sq. ft. or more of soil disturbance Tier I 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 Low U My project does not meet Tier I Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and oorrecL i vim prepare and suomu an apprupnaw uer level ovvrrr d5 ueleiuuhleu euuv prepared in accordance with the City SWFPP 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. OwnerIOwne(sAuthorized Agent Name: Title: 9 rriov4 awnerlOwner's Auth d Agent nature: Date: E-32 Page 2 of 2 Rev. 2/16/16 Yes No FCmcuffence: Project ID: 7-D PI O 10— I I— U..D (La*M- c5.Yc\Lr 1L t 'it. o kojm CB162715 257 JUNIPERAV FOURMONT 897 SF ADOTION @ 2ND FLR OF 3 BED 1 BATH!! REMODEL APPROX 122SF fio9L!G!Pcc!JP!2 required by Plan cM&i Cj Fire Q SW7-3. OISSUED I CJCV. Date By __pproved BUILDING 1 PLANNING - ENGINEERING t2/ Njj_Jj FIRE Eopedae? Y N -- GrrAL FILESrg? Y N I Heald, I Forms Fees Sent Reed Due? Ry Encitia Fi,e - schow Sewe Spectal Thpeclioe H.oHeal,MPCD O--iELL ____________________________•i__!_ ° 1:P io_•- - 1 n C CFD: C N - LandUse: Density: IlupArel': FY: AVISCA, Factor: PFF V N Comments Pic d.9 rue Dare 21114/itA Date Dare Date 111111 Need? CJ Done Cl Done Cl Done Cl Done