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1519 CHESTNUT AVE; ; CB142959; Permit
City of Carlsbad .. 1635 Faraday Av Carlsbad, CA 92008 09-04-2015 Residential Permit Permit NoCB142959 Building Inspection Request Line (760) 602-2725 Job Address: 1519 CHESTNUT AV CBAD - Permit Type: RESDNTL Sub Type: RAD Status: ISSUED Parcel No 2052200300 Lot '# 0 Applied 10/30/2014 Valuation: $370,834.00 . Constuction Type: 5B Entered By: JMA Occupancy Group: Reference #: Plan Approved: 09/04/2015 - # Dwelling Units: 0 Structure Type: - ' Issued: . 09/04/2015 Bedrooms: 0 Bathrooms:- 0 .' Inspect Area: Orig PC #: ' Plan Check#: Project Title: WATLING: 1318 -SF ADDITION OF . LIV SPACE I/ADDITION OF 660SF GAR'// ADD 596 SF - - PATIO-LANAI //1,885 SF REMODEL OF EXIST. HOME II REMOVE 214 SF OF LIV AREA II REMOVE 660 SF EXIST GARAGE. . Applicant: - Owner: WORTHING INC, B. A. . WATLING BEAU&ROSALINDA STEG 64O GRAND AV -. 1519 CHESTNUT AVE CARLSBAD CA 92008 CARLSBAD CA 92008 760-729-3965 Building Permit ' , $1,582.69 Meter Size Add'I Building Permit Fee " $0.00 Add'I Red. Water Con: Fee $0.00 Plan Check . $1,107.88 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWAFée $0.00 Plan Check Discount ' $0.00 CFD Payoff Fee $0.00 Strong Motion Fee , - $48.21 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540)' $0.00 Park Fee $0.00 License Tax (3104193) -' $0.00 LFM Fee . $0.00 License Tax (4304193) $0.00 Bridge Fee . '-. . $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee ' $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee . $0.00 Sidewalk Fee . $0.00 BTD #3 Fee . $0.00 PLUMBING TOTAL $213.00 Renewal Fee .. '- $0.00 ELECTRICAL TOTAL ' $72.00 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $86.17 Other Building Fee $0.00 Housing Impact Fee , $0.00 HMP Fee $0.00 Housing IñLieu Fee $0.00 Pot. Water Con. Fee- .. $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $1,426.95 Add'I Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con.' Fee . , $0.00 Additional Fees $35.28 1' Green Bldg Stands (SB1473) Fee $12.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee , $0.00 TOTAL PERMIT FEES $4,584.18 Total Fees: $4,584.18 Total Payments to Date:' $4,584.18 Balance Due: $0.00 FINAL APPROVAL Inspector:Date 11/17/fr Clearance NOTICE: Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.03O.-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 plahning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any N t0l t'U...I www,Carlsbac1Ca,ov • . B - . . , , • . • • ______________________________ Date (01 / iq JOB ADDRESS ii sullte/sPActe/uNITC TAPN cii ' • Ave. - - ZO' - 03 2ZC Cl/PROJECT It PHASE S LOTS ROOMS aEDnooMs $1 BATHROOMS TENANT BUSINES S NAME f(:ONSTR. tYPE 0CC. ceoup 1 #OFUN_ITS JS fi'n q F) 40 • DESCRIPTION OF WORK: Include Square Feet ofAffectedAreo(a) • • r • - - '(ii€ tF 214-64 e4'Ac J'ir, " 'e (dac j)ve. 5% P 4 -&P k . • • lDeF •. -: " . EXISTING USE • PROPOSED USE GAGE (SF) PATtOS (SF) DECKS (SF) FIREPLACE FAIR CONDITIONING FIRE SPRINKLERS YESo NOD CONTACT NAME (If Different Fern Applicant) c . -- APPLICANT NAME ADDRESS . , ' .- . ,. • P c. T3c))( 104 •. . . - . - ADDRESS • - o. e>< I (D4 CITY . • STATE ZIP • - (A 1fA CA 9 2-0I B CITY , • STATE. ZIP CAOU-5-bAlt>C,c - ~ `HONE AX .- 7Z- 39ts - Ci78'-1 MAI 1co PHONE 7ijy7Z -3)L AX 7oy7Zq -O7-4 L EMAIL .. - PROP ERPLPWNER NAME , - CONTRACTORAUS.NQTh ADDRESSf - Che4su- -)ADDREST ••• CITY - • STATE - ZIP ' - .CA - - CITY - STATE ZIP CA .9-1708 ' - PHONE - (f —- - FAX -- -. - tiw) PHONE . zq 3c7Lt,5. IJAX co) 727-o78'-I - EMAIL 7 . LIC.R , EMAIL VW IN( p c om ARCH/OESIGNER NAME &ADDRESS - 1STATE £TATELIC.S • 1CLASS 1CITY BUS. IJC.S 11 -.- I Building PermitApplicauofl Plan Check No. C511( ZqSL 1635 Faraday Ave., Carlsbad, CA 92008 , Est. Value (7DTT ._......-.-' CITY OF 760-602-2717/2718/2719 . —T—TA-----_._ F' A fl I CD A Fax: 760-602-8558 . Plan Ck. Deposit - (Sec. 7031.5 Business and Professions Code: applicant for such permit to file a signed state Business and Professions Codel or that he is Civil penalty of not more than five that dot Any City or County which requires a permit to construct, alter, Improve, demolish or repair any structure, prior to its Issuance, also requires the mont that he Is licensed pursuant to the provisions of the Contractors License Law (Chapter 9, commending with Section 1000 of Division 3 of the exempt therefrom, and the basis for the alleged exemption. Any violation of Section 1031.5 by any applicant fore permit subjects the applicant to a tars I$5001). Workers' Compensation Declaration:I hereby affirm under penally of perjury one of tire following declaralions: -. - C3 i have and will maintain a certificate of consent to sell-insure for workers' compensation as provided by Section 3700 of the Labor Code, for lire performance of the work for which this permit is Issued. I have and will maintain workers' coniosnoation. as required by Section 3700 of the Labor Code, for the performance of the wart for which this liermit is issued. My workers' compensation Insurance canter and policy number are: Insurance Co 3fi4. -cot t cirJd if V This section need not be completed lithe permit Is for one hsdrod dollars ($100) or less. I - (• o Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, 1 shall not employ any person In any manner so as to becomess6jel thire Workers' Compensation Laws'ol California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up loose hundred thousand dollars (&100,000), In addItion to the cost of compensation, a noes vMedf In Section 3106 of the Labor code, Interest and DATE EPEE, M1 CONTRACTOR SIGNATURE AGENT I hereby affirm that lam exempt from Contractor's License Law forth~1611 . .J-in.reason: -0 I, as owner of the properly at my employees wilh wages as the copenoaflon, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Coda: The Contractor's License Law doss not apply loan 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). Ci I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply loan owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Coritractor'o License Law). • . O 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. 0 Yes 0 No • I (have! have not) signed an application for a building permit for the proposed work. • • - ' '. , • I have contracled with the folIowirg person (firm) to provide the proposed construction (include name address / phone/contractors' license number): - • • , I plan to provide portions of the work, ball have hired the following person to coordinate, supervise and prdvlde the major work (include name! address! phone !contractors' license number): I will provide some of the work, butt have contracted (hired) the following persons 10 provide the work Indicated (include name! address! phone! type of work): -. ,.PROPERTY OWNER SIGNATURE - U AGENT DATE a . -4__ , - . _',_- Imam 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? C) Yes- ' C) No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? - 0 Yes C) No -i - - -, Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? - Cl Yes Cl 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. - - - - I htireby affirm that there is a constructiànleriding agency for-the perfo rmance of the work this permit is issued (Sec. 3097 (i) Civil Code).•- - •'I Lender's Name ' - l' Lender's Address cite. I agree to comply whh all City ordinanc as iihol State lavr~'reliitlng to building construction. I certify that I have read the application and state that the a bove Information Is correct and that the Information an the pla ns Is a=r I hereby authorize representative of the City of Carlsbad to enter upon tire 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 Cliv INCONSEQUENCE OF THE GRANTING OF THIS PERMIT-.' - OSHA An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height 4 4 ' - - EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall exptie by limitation and become null and void tithe building or work authorized bysush permit not corrn,enced within l8O days from thedateofsuthpeimitOrtithebutding a - by porn suspendedorabandonedataflytinreaftrtileWor1(iSWfleflzed for 8 period of180 days (Sectin1110644 Uniform 0de) £APPUCANTSSIGNATURE DAiE '10 '-j '" ,--' '3.4'_S'_' •S*, .' mv 3 .1 4. 3 4 --- '.,- - -. -- •, . -. - . . . . 3' 1 I I + - '5 -k - - . .- '3,3, .(li, -r •' . . -. -: - -. -. - '. .. * - ,. u'.. •3 ' , - - 5 ' 3 3, 3 -. % - - , .8 1• 3- 3- - •' 3, ' t- e - -. - - - -- '4' 5_• •-.;-. 3, :- •-.' 5-,- '33 , - - I L 3.. - 3 5 :,,, ,. •-- --- -. '•_lt-•_ •._t • a -'• --.:•'- 3 -' - -5 3-''- I I * 5 8 -4 S 3 - - ' ' • ,'• - ,,3 • '. -, 3 . .3 - City of Carlsbad 1635 FàradayAv Carlsbad, .CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 09-04-2015 0 Permit No:SW140374 Job Address 1519 CHESTNUT AV CBAD Permit Type: SWPPP . Status: ISSUED Parcel No: 2052200300 Lot #: 0 Applied: 10/30/2014 Reference # Entered By JMA CB#: CB142959 Issued: 09/04/2015 - Inspect Area: Project Title WATLING 1318 SF ADDITION LIV/ Tier 1 660 SF GARAGE Priority L Applicant Owner WORTHING INC, B. A. WATLING BEAU&ROSALINDA STEG 64O GRAND AV . CARLSBAD CA 92008 . 151 9 CHESTNUTAVE 0 0 CARLSBAD 'CA 92008 0 760-7.29-3965 Emerency COntact: . 0 0 •. BROOKS WORTHING 0 - - .01 760-473-2406 , 0 0•• 0 . - 00 •0 SWPPP Plan Check - $48.00 0 ' SWPPP inspections $58.00 Additional Fees -' $0.00 TOTAL PERMIT FEES $106.00 Total Fees $106.00 Total Payments To Date .$106.00 Balance Due $0.06 FINAL APPROVAL DATE 1(/(7(CLEARANCE SIGNATURE________________________ Permit Type: BLDG-Residential - Application Date:. 10/30/2014• :a Owner: COOWNER WATLING BEAU & ROSALINDA Work Class Addition ., Issue Date 09/04/2015 Subdivision - - - a 7 -. Status Closed Finaled Expiration Date:'04/12/2017 Address 1519 Chestnut Av, I Carlsbad CA 92008 - IVR Number: '1 7.03170 1 Scheduled Actual . a.. Inspection Status Inspector. Reinspection : Complete - Inspection - Type Inspection No. -;' .Primary Date Start Date - a 1 11/17/2016 11/17/2016 * BLDG 31 000913-2016 Failed Construction Peter Dreibelbis Reinspection Complete Underground/Condu a. Change Needed a it Wiring I Checklist Item t COMMENTS Passed r BLDG Building Deficiency Conduit Ok I No * - I La 10/20/2017 10/20/2017 BLDG Final 038138 2017 Failed Andy Krogh j, Reinspection Complete Inspection Checklist Item COMMENTS Passed- BLDG-Building Deficiency , . See card for list No ' BLDG Plumbing Final j. 1 ' No BLDG-Mechanical Final No.. . - - BLDG-Structural Final;,..No BLDG -Electrical Final' I , No 11/17/2017 11/17/2017 BLDG-Final . 040769.2017 - 4Passed Andy Krogh , . Complete Inspection —S a- Checklist Item -a- COMMENTS Passed a BLDG Plumbing Final Yes - BLDG Mechanical Final , Yes ,—. •.a .. . ,.- BLDG Structural Final a . ,- -•-- -. " Yes BLDG -Electrical Final • Yes 4 - a ! • I - p. t' 4.. 41 a a I ' I - -a •_$ 1 Ia -a - 4- a r • 31 1 -. 4 :%::L . - .• _•4 at - a' 14, ---a-- a -a a, y. a. a- 4 'a I I- I 4 '- 'S4 - 'a J 4 ' -5- November 17 2017 1 .t- 5, ' . Page 1 of I - S .4 - 4. Inspection History: 10/01/2015: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PD; I 11/19/2015: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PD; 11/20/2015: 11-BLDG-Ftg/Foundation/Piers Cancellation Completed By PD;• 12/15/2015: 11-BLDG-Ftg/Foundation/Piers Approval Completed By PD; 10/19/2015: 13-BLDG-Shear Panels/HD's Approval Completed By PB; 05/11/2016: 13-BLDG-Shear Panels/HD's COrrection Required Completed By PD; / 05/13/2016: 13-BLDG-Shear Panels/HD's Not Ready For lhsp Completed By AEK; 05/16/2016: 13-BLDG-Shear Panels/HD's Approval Completed By Pb; / 12/15/2015: 14-BLDG-Frame/Steel/Bolting/Welding Approval Completed By PD; 03/15/2016: 14-BLDG-Frame/Steel/Bolting/Welding Partial Approval Completed By PD; 10/1912015: 15-BLDG- Roof/Re roof Approval Completed By PB; / 02/17/2016: 15-BLDG- Roof/Re roof Approval Completed By PD; 07/28/2016: 16-BLDG-Insulation Approval Completed By PD; 12/15/2015: 17-BLDG-Interior Lath/Drywall Approval Completed By PD garage; 08/03/2016: 17-BLDG-Interior Lath/Drywall Approval Completed By PD; 08/03/2016: 17-BLDG-Interior Lath/Drywall Approval Completed By PD; 12/15/2015: 18-BLDGExterior Lath/Drywall Approval Completed By PD garage; 06/21/2016: 18-BLDG-Exterior Lath/Drywall Approval Completed By PD; 11/16/2015: 21-BLDG-Underground/Under Floor Approval Completed By PD; 12/15/2015: 21-BLDG-Underground/Under Floor Approval Completed By PD; 01/12/2016: 21-BLDG-Underground/Under Floor Approval Completed By PD; 10/14/2016: 21-BLDG-Underground/Under Floor Approval Completed By PB; 10/13/2016: 22-BLDG-Sewer/Water Service Approval Completed By PD; 10/11/2016: 23-BLDGGas/Test/Repairs Approval Completed By PD; O/06/2016: 7-BLDG-Shower Pan/Roman Tubs Approval Completed By AEK 3 AREAS; 10/11/2016: 31-BLDG-Underground/Conduit-Wiring Approval Completed By PD ; 07/07/2016: 33-BLDG-Service Change/Upgrade Approval Completed By PD; 4 441 Structural 1*nsp'ection-s,-.*L LC *SPECIAL INSPECTION SERVICES* P.O. Box 2415 El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Inspection Report Project Name: ProjectAddress: IS /' /'c77i i 'O '- Architect: Engineer: 0.to_~ VJ-Y1)- Contractor: Page: of Report #:_______________ LB /Y2 File #: DSA #: Other: INSPECTION MATERIAL SAMPLINth QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST Structural Steel H.S. Bolts H.S. Bolts PIans/Specs / Masonry. Prisms ' Conc. PSI Clearances Concrete Mortar/Grout Grout PSI Positions ______. Fireproofing Conc. Cylinders Mortar)Sl Sizes "*"Epoxy Fireproof - Steel D,/13 _/ Laps Other: Other: Elect.IWire Consolidation Other Other Fireproof Torque Ft. Lbs Other: _"Other: , i7 Other:.50 ' Other . Other Other /i" Other 4?)7 ô''. //),/___9(/ i4'v//ei.Rol r7 L-r' Vr /sot 10 ',l/.A,i--J 4:t.77f. •7'7/5;__c,z(,5-,._4'i r2-(r__4&i-/ ,1 CID •:' •. CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of thework inspected and does not constitute opinion or project control. I hereby certify that I have observed to the-best of my knowledge all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. Inspector: MARIO BAAGLIA' _Ce'rt:350 •• - • Fg nature Date EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 Beau & Rosie Watling November 10, 2015 1519 Chestnut Avenue Project No 14-1106G5 Carlsbad, California 92008 Subject: Final Foundation Excavation Observation . Proposed Residential Improvements 1519 Chestnut Avenue Carlsbad, California 92008 References: 1. "Foundation Excavation Observation, Proposed Residential Improvements, 1519 Chestnut Avenue, Carlsbad, California 92008", Project No. 14-1106G5, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 1, 2015. "Report of Field Density Tests, Proposed Residential Improvements, 1519 Chestnut Avenue, Carlsbad, California 92008", Project No. 14-1106G5, Prepared by East County Soil Consultation and Engineering, Inc., Dated October 1, 2015. "Limited Geotechnical Investigation, Proposed Residential ImprOvements, 1519 Chestnut Avenue, Carlsbad, California 92008", Project No. 1471 106G5, Prepared by East County Soil Consultation and Engineering, Inc., Dated December 4, 2014. Dear Mr. & Mrs Watling In accordance with your request, we have observed the foundation excavation for the proposed addition to the existing single-family residence at the subject site. . The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 3). If we can be of further assistance, please do not hesitate to contact our office • Respectfully sub 3 No. GE 2704 LU rA Mamadou Saliou Dia , E • RCE 54071, GE 2704 MSD/md EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. . 10925 HARTLEY ROAD, SUITE "I", * SANTEE, CALIFORNIA 92071 ' (619) 258-7901 Fax 258-7902 Beau & Rosie Watling ' . October 1, 2015 1519 Chestnut Avenue ' PröjectNo. 141106G5 Carlsbad, California 92008 Subject: Report of Field Density Tests '• Proposed Residential Improvements I ' 1519 Chestnut Avenue ' Carlsbad, California 92008 Reference: "Limited Geotechnical Investigation, Proposed Residential Improvements, 1519 Chestnut Avenue, Carlsbad, California 92008", Project No. 14-1106G5, Prepared by East County Soil Consultation and Engineering, Inc., Dated Decernber4, 2014. . Dear Mr. & Mrs. Watling:. .• - This is to present the results of field density tests performed on the slab area for the proposed detached garage at the subject site. . In accordance with your request, in-place field density tests were performed in accordance with ASTM D1556 (Sand Cone, Method). ".• - The results of the field density tests are presented on Page T-1 under "Table of Test Results". The 'laboratory determinations of the maximum dry, density and optimum moisture content of the fill soils are, set forth on Page L-i under "Laboratory Test Results".' • ' - - If we can be of further assisth'nce, please do not hesitate to contact our, office. Pages T-1 and L-1 are attached. - • - Respectfully Sub9tt .. - •. : . . . . 57 ( N0- n1l.• • . .. . . LI • • . Mamadou Saliou il'l 'E - : • - . -' .--• .. - . RCE 54071, GE 2704 - ' .• . MSD/md, •• ' * . • '' '- BEAU & ROSIE WA TLING/ CHESTNUT A VENUE PROJECT NO. 14-1106G5 - . PAGE T-1 V V V TABLE OF TEST RESULTS •V V V VV ASTMD1556 V V V, MAXIMUM V V V V DEPTH FIELD DRY. DRY • V TEST SOIL OF FILL ' MOISTURE DENSITY DENSITY PERCENT V NO.' V TYPE IN FEET %DRY WT. P.C.F. V V P.C.F COMPACTION V V REMARKS 11. FG . V 5.6 V 117.2 V1280 • 92 2 1 FG V• 120.7 . 128.0 V 94 V V V - V V•VV V V •• V V V' V V V V V V • •V • FG = FSH GRADE V V V V V V V V *VVV V V IV 4 •. V * V V V V ••VV V V - V * V V •• V 3 - -•g.v V V VVV V• -- Carlsbad 14-2959 - 02/17/2015 - _ - • I * In accordance with Chapter 17 of the California Building Code the fol!owii-ig must be conipleted wtien w,ork'being performed' requires special inspection, structural observation .and.construction,rnatenal testing. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNERIAUTHORIZED AGENT. Please check if you are Owner-Builder - - you checked as owner-builder you must'also complete Sectibn(B of thus agreement) - Name. (Please pnntl - ' - - iFiri CM - - ,LCi Mailing Addr'es: - I am: oProperty Owner Property Owner's gent of Record DArchitect of Record uEngineer of Record Stte 01' California Registration Nuniber:__- Ecpira ion 'Date: - AGREEMENT I, he-undersigned, declare 'under penity, of pèrjCiry 'under the laws of the State of.Californla, tht I have read, L acknowledge and promise to comply with the City of Carlsbac! requirements for special inspections, structural Observations, construction materialstesting and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved-plans and, as required by the California Building Code. V - Signature. CONTRACTOR'-$,OtT.ATEMENT OF RESPONSIBILITY (0$ CBC, Ch 17: Section 1706). This section must,be completed by the contractor I builder I owner-builder. • : -. .Contractor'sCo'mparryNariie fA. L!,OV L'.1te , Pieasecheckifyouareder-BuiiderO Name' (Plesprintl j1jo1ij4c. 11 Ate, iE*sli 11.1 i V ViLV Ci V V Mailing Address. r 10 1 C4jWg, P,4 4 Zn I Email:_emjo H1ML(ft('Ih41CC) pri6ng___7fTz5 - Stateof California Contractors License Number J'lJT) "1 Expiration Date: I I 2,011) V • I acknowledge and, am aware, of special requirements contained in the,statement of special inspections noted 'On V the approved plans; ., -. - I acknowledge that,control-will be exercised to obtain conformance with the construction documents approved by the 'building official: - - . • V - - - ' V will have in-place procedures for exercisinW.g control within our (the contractor's) organization, for the method and V V frequency of reporting tind the distribution of the reports; and V V . . I certify that I will have a qualified person within our (the contractor's) organization to exe rcisez such control V V ., I will provide a fihal report/letter in compliance with CBC Section 1704.1.2 prior to requesting final -; AA Siähit, ur 5-45 Page 1 of 1 Rev 08111 V ., •> V - V V V • V EsGil Corporation In tPartnerslizp with government for Building Safety DATE 03/09/2015 LI APPLICANT LLJURIS JURISDICTION: Carlsbad LI PLAN REVIEWER 0 FILE PLAN CHECK NO 14-2959 SET IV PROJECT ADDRESS 1519 Chestnut Ave PROJECT NAME: Room Additions/Remodel/Cover Porches/ Detached Garage for Watling Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your informatiori The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent Brooks Worthing Post Office Box 1041 Carlsbad, Ca 92018 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: Brooks Worthing Telephone #: (760) 729-3965 Fax #: (760) 729-0784 Date contacted (by ) Email baworthinginc(äyahoo com Mail Telephone Fax in Person REMARKS City to place Soils Notice stamp on plans prior to issuance By Ray Fuller (DA) Enclosures EsGil Corporation LI GA El EJ [1 MB El PC 03/02/2015 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnership with government for Building Safety DATE: 02/17/2015 , APPLICANT JURIS. JURISDICTION: Carlsbad Z2LII PLAN REVIEWER U FILE PLAN CHECK NO.: 14-2959 SET: III PROJECT ADDRESS: 1519 Chestnut Ave. PROJECT NAME: Room Additions/Remodel/Cover Porches/ Detached Garage for Watling Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdictions 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'deficiençies 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. j 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:' 'Brooks Worthing . . Post. Office Box 1041 Carlsbad, Ca. 92018 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: Brooks Worming Telephone #: (760) 729-3965 Fax #: (760) 729-0784 Date contated: (by: S ') Email: baworthinqincäyahoo.com LMai1 (TeIephonekS r Fax. In Person 'REMARKS:. .. . ', By: Ray Fuller (DA) . . , '. . Enclosures: . EsGil Corporation . . . . . El GA LI EJLI MB LI PC 02/12/2015 9320 Chesapeake Drive, Suite 208 • San Diego,, California 92123 • (858)560- . 1468 • Fax (858) 560-1576 Carlsbad 14-2959 02/17/2015 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 one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and the updated calculations will be stamped and signed by engineer of record also. Please verify that plans reflect a continuous load path from roof sheathing to foundation. Could not determine for example how this occurs above the SSW1 8 x9's shown at entry where height top plate is 15 ft plus almost another 2 ft to ridge beam? Response was see sheet 7, SSW2, SSW3. The details provided on the standard strongwall drawings note: Registered design professional to design for shear transfer. Provide details and elevation for the two stacked stronawalls. Show how you intend to resist out of plane lateral forces, and revise your overturning calculations to account for these. Show what blocking you intend to use between them and how they will connect to the roof diaphragm. The included SSW standard details do not provide this information and they note that this should be done by the desiciner. • Additionally there is no SSW3 sheet with the plans, and several details refer to this missing sheet. Please verify lateral load path is complete. For example it is unclear how lateral loads are to be transferred to lower diaphragms/foundation below as could not locate type /length of shear at these locations? See towers for example. See #27 above. No lateral design provided for the covered Lanai area. In the hallway to the master suite show the top connection for the SSWI8X9. No detail provided for SSW. No lateral design for the Lanai provided. Carlsbad 14-2959 02/17/2O15 31. Please. verify that posts supporting hips are show with adequate foundation support. At office hip I is supported by a 4X4 post; there is no footing at the location called out on sheet 7. Please show how the 2X10 hips at the entry area are supported opposite the ridge. There is still no footing under the post at this location. 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 planreview for your project. lfyou have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation Thank you / EsGil Corporation In Partners flip with Government for Building Safety DATE: 01/16/2015 U .PPLICANT JURIS. JURISDICTION: Carlsbad :• PLAN REVIEWER El FILE PLAN CHECK NO.: 14-2959 SET: II PROJECT ADDRESS: 1519 Chestnut Ave. PROJECT NAME: Room Additions/Remodel/Cover Porches/ Detached Garage for Watling Residence 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to: Brooks Worthing Post Office Box 1041.Carlsbad, Ca. 92018 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: Brooks Worthing Telephone #: (760)729-3965 Fax #: (760) 729-0784 Date contacted: t /) ( (by\,t. Email: bawodhinqincyahoo.com /email Telephone Fax In Person El REMARKS By: Ray Fuller (By DA) Enclosures: EsGil Corporation E GA EJ E MB fl PC 01/12/2015 9320 Chesapeake Drive Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1516 / Carlsbad 14-2959 01/16/2015 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: 1. 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. 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and the updated calculations will be stamped and signed by engineer of record also 3 No lateral/calculations provided for the detached garage Response states see PG. 4,15-17 of calcs. These pages do not provideinformation on the garage Please provide these calculations 13 Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. Plans show 2 new tankless water heaters. Please provide Gas pipe isometric or layout design; Include all gas loads, pipe lengths, and sizes. A 120 volt receptacle accessible to the heater installed within 3' No response received, please show on plans 18 Specify on the plans the following information for the fireplace(s), per Section A10611: b) Show termination of direct vent for decorative gas fireplace or if wood burning show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet CMC Section 802.5.2.1 Please show the termination for the direct vent fireplace. 1' Carlsbad 14-2959 01/16/2015 23. Could not locate the design for Hip 2 as shown on sheet 7? Hip 2 is missing from the calculations. Please send revised calculations. Referencing detail 38/SD1 to line B on sheet 7 and should be SD2 instead. Another example is along line 5 where noting detail 35 to be on Si .Recheck all locations. Many detail callouts on sheet 7 still reference incorrect pages. See 341SD1, 351S01, 381SD1. Please verify that plans reflect a continuous load path from roof sheathing to foundation. Could not determine for example how this occurs above the SSW1 8 x9's shown at entry where height top plate is 15 ft plus almost another 2 ft to ridge beam? Response was see sheet 7, SSW2, SSW3. The details provided on the standard strongwall drawings note: Registered design professional to design for shear transfer. It seems in this situation that the most likely option is the detail 5/ssw2 cripple wall. Please provide design, calculations, and detail these connections. The gravity load in the tower area appears to be supported entirely by 2 sets ofdbl 2X8 ceiling joists; please reevaluate this or provide calculations to justify. Plans show RB-2 supporting these ceiling joists, but this point load does not appear in the calculations. Please verify lateral load path is complete. For example it is unclear how lateral loads are to be transferred to lower diaphragms/foundation below as could not locate type /length of shear at these locations? See towers for example. See. #27 above; No lateral design provided for the covered Lanai area. In the hallway to the master suite show the top connection for the SSWI8X9. Please verify that plans reflect details showing a complete vertical and lateral load transfer path from upper.roof diaphragm's thru lower roofs to foundation below. Recheck at all locations. How is the ridge/hip system supported above the office/guest bed/bed3/bed4 area? It appears that 2 of the hip-1 beams are meant to support this small ridge beam, however in the calculations for these beams the span is too short to even reach the ridge. If this is the case these beams must be designed to show the 17' supported span plus a 3.5' cantilevered end to support the ridge. Calculations to justify double ceiling joist capable of supporting point loads from hips and ridge as shown in various places on sheet 7. Response was: "see page 8B of calcs." No page '8B provided. See locations above master bedroom, sunroom, and tower (mentioned in item 27). These ceiling joists appear overstressed due to the very large point.Ioads they are supporting. Please verify that king post supporting hips are show with adequate foundation support. At office hip I is supported by a 4X4 post; there is no footing at the location called out on sheet 7. Please show how the 2X10 hips at the entry area are supported opposite the ridge. . Carlsbad 14-2959 01/16/2015 32. No blocking /straps required for roof diaphragm were series of skylights occur? Response states that this will be provided. However these skylights and the framing for them do not appear on the framing plan (Sheet 7), and critical roof support members run through the M. Bed at the location of the proposed skylight. Please show details to support these skylights. 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 reviewfor your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation Thank you DATE: 11/12/14 JURISDICTION: Carlsbad EsGil Corporation In cPartners flip -with government for (Bui&fing Safety LiAPPLICANT 1JURIS. Li PLAN REVIEWER Li FILE PLAN CHECK NO.: 14-2959 SET: I PROJECT ADDRESS 1519 Chestnut Ave PROJECT NAME: Room Additions/Remodel/Cover Porches/ Detached Garage for Watling Residence El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to: Brooks Worthing Post Office Box 1041 Carlsbad, Ca 92018 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: Brooks Worthihg Telephone #: (760) 729-3965 Fax #: (760) 729-0784 / Date contacted: \7(by:yEmail: bawodhinaincvahoo.com Mail Telephone Fax in Person LII REMARKS By Ray Fuller Enclosures EsGil Corporation E GA LI EJ LI MB LI PC 10/30/14 9320 Chesapeake Drive Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 14-2959 11/12/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 14-2959 JURISDICTION: Carlsbad PROJECT ADDRESS: 1519 Chestnut Ave. FLOOR AREA STORIES 1 Additions 1318 Remodel 1885 Cover Porches 596 ' HEIGHT: 16 ft per CRC Detached Garage 660 ' REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 10/30/14. ESGIL CORPORATION: 10/30/14 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: 11/12/14 FOREWORD (PLEASE READ) This plan review is limited to the technióal 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 regulation.s 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 sDeed u 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 14-2959 * 11/12/14 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 one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive,. Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. . ., . NOTE: Plans that are submitted directly to EsGil Corporation'. only will not be reviewed by the City Planning,.Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and the updated calculations will be stamped and signed by engineer of record also. . . 3 No lateral/calculations provided for the detached garage 4. Provide a copy of the project soil report per City of Carlsbad's policy listed below. 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. 5. 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." 6. * 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). 7. If applies : Where expansive or collapsible soils are known to exit, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section'R801.3. Carlsbad 14-2959 11/12/14 8. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. Note due to scope of remodel and addition the Fire Marshall may required this to be fire sprinklered anyway in which if is the case then please note that on cover sheet. 9; Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have,a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California S13407. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate GEl R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require 1%" thick insulation. Note: In addition the 1/2" size hot water pipe to the kitchen sink is required to be insulated ES 150.00)21 If applies :Below grade hot water piping is required to be installed in a waterproof and non-crushable sleeve or casing that allows for replacement of both the piping and insulation ES 150.00) Provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that. also allows for gravity drainage. 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'. Specify on the plans that any existing smoke alarms that are more than 10 years old will be replaced. Section R314.3.2. Normally this note would have to be on the plans but appears to be a mute point due to scope of remodel? Show dryer vent to the exterior with termination to be a minimum of 3 ft from any opening. Appears to be adjacent to door on sheet 3? . . Carlsbad 14-2959 11/12/14 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. Could not locate for either the main dwelling or detached garage. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shOwer/tub areas, within 5 ft radius of tubs (unless 5 ft above) and stairwells if applicable. Section R308.4 See 6020 at master bath or note 5 ft above, 4040 at master bedroom as appears to be within 2 ft of operable part of glass slider. Recheck all locations. Specify on the plans the following information for the fireplace(s), per Section• A106;1.1: Manufacturer's name and model number, ICC approval number, or equal. Show termination of direct vent for decorative gas fireplace or if wood burning show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.2.1 If not decorative gas fireplace then note on the plans that approved spark arrestors shall be installed on all chimneys. CBC Section 2802.1. If not decorative gas fireplace then verify any decorative shrouds will not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions 19 Cross sections on sheet 4 seem to reflect tile roofing on the 2 in 12 sloped roof at Lanai for example. Please provide manufacturer's cut sheets that allow this or show a Class A approved roof material below the tile. Verify framing members still adequate for additional dead loads. Please recheck all details to verify that they are complete and/or correct. See for example where referencing detail 7/SD1 to covered entry's on sheet 4. The footings must be elevated above grade in order to provide the required 2" clearance for example to hardscape. This area should be elevated so that framing and finish are not subject to moisture from driving rain and/or cleaning/washing of slab etc Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart Any isolated wall 2 ft or wider to have outlets See architectural opening at dayroom where shown to 8'+ ft to 1st outlet Recheck all locations 22 Electrical plans to reflect how lights in bedrooms, hallway, dining etc comply with Residential energy lighting requirements Carlsbad 14-2959 11/12/14 ' Could not locate the design for Hip 2 as shown on sheet 7? Residential ventilation requirements: Kitchens require exhaust fans (either intermittent/1 00 cfm or continuous/5 air 'changes/hour),'ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified: on the plans. Bathrooms require exhaust fans (minimum 50 cfm)'to be ducted to the 'exterior. Note: CFM and noise rating ("Sone") must be specified on the plans: A bathroom is defined "as a room with a',bathtub; shower, or spa or some similar source of moisture". Mechanical whole house ventilation must be provided. Include the following 'information: Fan sizing.(cfm), 'Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. All fans installed to meet the preceding requirements must be specified at a noise rating of a maximum I "Sone" (for the continuous use calculation) or 3 "Sonê" (for the intermittent use calculation). For additions exceeding 1,000 sq. ft: Compliance with the above ventilation requirements must be shown on the plans. The whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. If applies (master shower): Note on the plans that when a shower is provided' with multiple shower'heads, the sum of flow to all the heads shall not exceed 2.0 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time CCC 4.303.1.3.2. Referencing detail 38/SD1 to line B on sheet 7 and should be SD2 instead. Another example is along line 5 where noting detail 35 to be on S1 .Recheck all locations. Please verify that plans reflect a continuous load path from roof sheathing to foundation. Could not determine for'example how this occurs above the SSW1 8 x9's shown at entry where height top plate is 15 ft plus almost another 2 ft to ridge beam? , ' • " Please verify lateral load path is complete. For example it is unclear how lateral loads are to be transferred to lower diaphragms/foundation below as could not locate type /length of shear at these locations? See towers for example. Please verify that plans reflect details showing a complete vertical and lateral load transfer path from upper roof diaphragm's thru lower roofs to foundation below. ' Calculations to justify double ceiling joist capable of supporting point loads from hips and ridge as shown in various places on sheet 7. Carlsbad 14-2959 11/12/14 - Please verify that kingpost supporting hips are show with adequate foundation support. S No blocking /straps required for roof diaphragm were series of skylights occur?. .. CITY of CARLSBAD REQUIREMENTS Finish grade may be sloped away from foundations at a 2% slope (less restrictive than the 5% slope given in the CBC/CRC). - 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 K016 sq. ft. in area only one story, then a soils report is not required. The maximum allowable soil bearing value' used in any design must be 1000 psf for this exception. Addition is over 500 sq ft and /or using 1500 psf in design. 35. If special inspection is required; the designer shall complete the city's "Special Inspection Agreement". 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. . .. - S5 - • • ;. -. S.: S. S. .. •, •. . 5• - .4 St Carlsbad 14-2959 11/12/14 CITY 'OF CARLSBAD SPECIAL INSPECTION AGREE M ENT .B-45: Development Services ,BUildingDivisiöh 1635.Faraday'Avehue 76016024719 .wi,.caiIsba&a.gdy In accdanceWith'CIiapter 17 of'the california Building.Codethle foIôwing must b,e completed whh workbeing peiforred requiresspecial inspeôtiOitrücturaI observation and côAstructIOr màterIaFteting. 'rdje.ctiPermit:. Projet Address:; THIS SECTION MUST BE COMPLETED BY THE POPERTY OWNER/AUTHORIZED AGENT. PIe'aQch'e'ókif you aeOtei-BiIdr 0. (If ypu he,cked as owner-builder you must:.also:cornplete Section B of this agreement.) Narn'e:, (Please pñti i11 (La5t) Mailing Address; Phone: am OProperty Owner 0 Property Owners Agent of Record DArchitect of Record DEngineer of Record Stte Of California RëistratiOn Number Expiration Date:_________________ AGREEMENT I, theundersigned, declare under penalty. of perjury under the laws of the State of California, that 'I have read understand acknowledge and promise to comply with the City of Carlsbad requirements for special inspections structural observationsi construction materials testing and off site fabrication of building components as prescribed in the statement of special inspections no on the approvedplans:and. as required b:yThe O"aliforniaBuildingt.oe. Signatu Date: CO4TRAtbR5TATEMENTOF RESPONSIBILITY (OJCBC, Qh17; SectiOn 1Z06)This sëOtiôñ rnbstb&cohiletéd b' the contractor I bUilder ovnër-bUildér. iCOntradtôrs Cbfrtariy. NCtié - 'Please check f yoJ are O*ner-BuiiderO Name (Please print) inrti (Mil (Lest i• Mailing :Adde: Eñ,ail Phdne: StátèôfCàlifOiniá ContractOr's LicériêNurñber: ExiratiOn Date I aokriowledge and, am aware, of sp oial.?e liremOnto cOhtaihed;iñ thetOtementofsQial inspections noted oil the approved plans I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; I will have in place procedures for exercising control within our (the contractors) organization for the method and frequency of reporting and the distribution of the reports and I certify that I will have a qualified person within our (the contractors) organization to exercise such control ins pëction. SignaufO , Date: B-45 Pagel iouf Rey; 08/11 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V V Plan Check Fee by Ordinance Type of Review: EJ Complete Review El Other El Repetitive Fee Repeats El Hourly EsGil Fee I $1,588.11I I $1,032.271 El Structural Only Hr. @* I $889.341 Carlsbad 14-2959 11/12/14 [DO NOTPAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 14-2959 PREPARED BY: Ray Fuller DATE: 11/12/14 BUILDING ADDRESS: 1519 Chestnut Ave. BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Addition 1318 157.88 208,086 Remodel 1885 68.98 130,027 Cover Porches 596 11.48 6,842 Garage 660 34.45 22,737 Fireplace 1 3,141.89 3,142 Air Conditioning Fire Sprinklers TOTAL VALUE 370,834 Comments: Sheet 1 of 1 macvalue.doc + //1's,. . PLAN CHECK. . Cómmunity& Economic Development Department - Cl T.Y OF - REVIEW 1635 Faraday Avenue A' fl I Cb A TRANSMITTAL . .. Carlsbad CA 92008. www.carlsbadca.gov DATE: 12/02/2014 PROJECT NAME: Watling Residence Addition PROJECT ID: 'CB14-2959 PLAN CHECK NO 1 SET# 1 ADDRESS 1519 ChestnutAve F APN 20522003 VALUATION 365,236 This plan check review is complete and has been APPROVED by the ENGINEERING Division. .. : ••' . -. - By VaiRay Marshall A Final-Inspection by the Division is required []Yes EZN This plan check review is NOT COMPLETE. Items missing or incorrect are listed on L_J the attached checklist; Please resubmit. amended plans as required. ONLY ITEMS,, MARKED 'X' NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to:. baworthinginc@yahoo.com . . 8 •, - Yot, Fna' ãIshàväo7Ft,o f,00hrWThréf tlfé dsvisio,fiiistedbe!öi7rApThVaI - .. .. . . .•• .... .• .. . . . •.. ,... - from these. ;ofabuiIding'permit.. Rãsubmitted plans Forquestions or clarifications on-the attached chèckiist please contact the following reviewer as marked: - : .rin rnvii iiii. rj 76O6O 4& 1' ' - • ............... '- 7 IItfl 75U 76U 602 4665 q .:. (. •:. Chris Sexton i' Kathleen Lawrence T1 Greg Ryan 760-602-4624 S '' 760-602-2741, - -L..J 760-602-4663 Chris.Sexton@carlsbadca.gov thIeen.Lawrence@carIsbadca.gov Gregory.Ryan@carlsbadca.gov - -. Gina Ruiz ri- Linda Ontiveros - Cirtdy Wong 760-602-4675 - -- 60-602-2773. , -'-- - 760-602-4662 - Gina.Ruiz@carlsbadca.gov, Linontiveros@carlsbadca.gov , Cvnthia.Won@carIsbadca.gov - - i7ValRay Marshall F' Dominic Fieri -76O6O2-2773 LJ -760-602-4664 Val Ray Marshaii@carisbadca gov Dominic Fieri@carlsbadca gay :'-c :..'.'.,,4. -- ........... I .. A RIRIIRIf .. t,,,, 1 Set # 1 . Any outstanding issues will be marked with . Make the necessary corrections for compliance with applicable codes and standirds. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with, 7: 1. SITE PLAN Provide a fully dimensioned site plan drawn toscale. Show: ' LI [J North arrow ' ' ' ' ' [J {J Driveway widths [11111 II Existing & proposed 'structures J LIJ Existing or proposed sewer lateral El LZIJ Existing street 'improvements . El LIII Existing or proposed water service LIII [2.11] Property lines (show all dimensions) LII] LIII Submit on signed approved plans EIIIIII 'El Easements ' ' ' DWG NO. [III] EIZIII Right-of-way width '& adjacent streets Show on site plan: El LZljDrainagepatterns FV~Bui.lding pad surface drainage must maintain a minimum 'slope of one percent towards an adjoining' street or an approved drainage course, LIII =ADD THE FOLLOWING NOTE Finish grade will provide am i.nim um positive drainage of 2% to swale 5' away from 'building'. Existiiig & proposed slopes and topography LIII Size, location,'aligrimentofexisting or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, seconddwelling units and 'apartment complexes are an, exception. , LI:] LIII] Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number [21] Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage' for each different use, existing sewer per'iriits showing square footage of different uses (manufacturing warehouse office etc) previously approved. LIII QJ 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.: 14247 /lot 3, Subdivision/Tract: Reference No(s)- E-36 , ' ' ' Page 2.of 6 ' ' REV 6/01/12 5 - •1 - . .. .4- . 4 '' fl I S Set#0 1-' 5 5 ,r -. , - - _ '-. .5 •.4._ . 1,• - 4* C'"'' 2 DISCRETIONARY APPROVAL COM PLIANCE 0 Project does ñót,cómply with the following engineering conditions of approval for project no.:. '- . - !., ,- ,'.,, '., - . . ' .-• .. . - ,, - .,_.,, . -I I... - 3 DEDICATION REQUIREMENTS - 0 r •*.I- ;J DediOàtioñ for. all street.rights-of-waiadjaceht to7thé building site and;ahy storm drain or , N/A -. utility easements on the building site is required for ll new buildings and for remodels with a - value at or exceêdiñ $ 24,000 :ursuantto Carlsbad Municipal Code Section 18.40.030. 'OF or single family residence easement dedication will be completed by the City of Carlsbad cost $11500 - Dedication required as follows 14 04 4. . . -: - ' . - - r. • . . .' • - S. 4 IMPROVEMENT REQUIREMENTS All needed.public improvements upon and adjacent to the building site must be constructed, N/A - at time of building construction whenever the value of the construction exceeds $124 000 00 pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows sidewalk"underground utihes i: c: Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 118.40 Pjé ësibiniti-êcéñt - deed fnjisaTy Neighborhoodlmp?overnêntAeëTheñt 4beigied ñötanizedañJ prov&d b3i th itriortdisui?öf büildin'peñnit Processing fee $157.00. - - - - . . 4.. 5 4.. t .. - . . 'S., - -' • *' ' 5.4 4. . ' - EJ E1 Future public improvements required as follows:CURB GUTTER SIDEWALK /UNDERGROUND UTILITIES S.-... ,, .,*- -" '.4.'. 55. 5*,' -. - ,., -.1.',. .. '' 'a. ,•. -. . .sre*. - , - S. 5 0" -4.- 5', t•'"<- -. . ,1. -. -s. '.- '. 5 ... I' .1 . '., ', • . .. s - .. .. 4. . 4.- '4.' S ;..: •,'- •l,, '5*•S5 . . E 36 Page ,3 of 6 "- •" REV 6/30/10 - 5 "5.. , S ....-' • 4.,, ' 4.5* -. 5 .4., - .,. - - . * . .4 '4' '5 - -, - . S • • 4.' . .4. ' . .-- • -- 4. . -. .......-.... .5.... - , '..' , * -' ",''-., 0-. •', - -. , . . ., N/A Set# 1 5. GRAbINGPERMIT REQUIREMENTS The conditions that require a grading errnit are found in Section .15.16 of the Muniöipal Code. J1nadequate 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 Ifno 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 EIJ E Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineerihg Construction Inspector The inspectoE will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6 MISCELLANEOUS PERMITS J 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. Elili El] Right of way permit required for Driveway I E-36 REV 6/01/12 Set#1 1 7. STORM WATER Construction Compliance PrOject Threat Assessment Fom.coniplete. Enclosed Project Threat Assessment Form incomplete. Eli Requires Tier 1 Storm Water PollutiOn Prevention Plan. Please complete attached fOrm and return (SW 14-037 EIJ Eli Requires Tier 2 Storm 'Water Pollution Prevention Plan. Requires submittal of Tier 2. SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance Eli Storm Water Standards Questionnaire complete. N/A Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/building/Documents/EngStandsw-stdS-v014-Ch2.Pdf Eli Eli Project needs to incorpo'rat6 low impact development strategies throughout in one or , more of the following ways: • E1 Rainwater harvesting (rain barrels or cistern) EJ Vegetated Roof Liii Bio-retentions cell/rain garden • LII Pervious pavement/payers LFlow-through planter/vegetated or rock drip line . Lii Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape LI] Other: E-36 • Page 5 of 6 • - • REV 6/01/12 Set#1 9. WATER-METER REVIEW Domestic (potable) Use N/A E1111 What size meter is required? ftjJ Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter . necessary to meet the water use requirements. JJ For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500. square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be W. 8. FEES Required.fees have been entered in building permit. £211 Drainage fee applicable Added square feet over 500 Added square footage in last two years? J yes no Permit No. Permit No. Project built after 1980 Jyes El no Impervious surface> 50% fl yes I:jiJno impact unconstructed facility yes Eno L111 E11 Fire sprinklers required flyes Eno (is addition over 150' frorif centerline) Upgrade E/es Ejno No fees required 10. Additional Comments Attachments: Engineering Application [] Storm Water Form Rlght'of-WayAppIloatlon/ Info; L.j Referene DoUrnents E-36 • • Page 6 of REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: 12/02/2014 Address: 1519 Chestnut Ave Fees Update by: Date: 1210212014 GEO DATA: LFMZ: / B&T: Bldg. Permit#: C13I4-2959 Date: 12/02/2014 Fees Update by: Date: EDU CALCULATIONS: List types and sq uare. 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: AOl CALCULATIONS: List types and square foótages for all uses. Types of Use: Sq.Ft./Units ADTs: Types of Use: Sq.Ft./Units ADTs: Types of Use: . S Sq,Ft./U flits ADTs: Types of Use: Sq.Ft./Units ADTs: FEES REQUIREb: S Within CFD:DYES (no bridge & thoroughfre fee in District #1, reduces Traffic Impact Fee) DNO 1, PARK-IN-LIEU FEE: NW QUADRANT D NE QUADRANT OSE QUADARANT DSW QUADRANT ADT'S/UNITS: . X FEE/ADT: El 2.TRAFFIC IMPACT FEE: ADT'SIUNIT X FEE/ADI: S S BRIDGE & THOROUGHFARE FEE:' fl DIST. #1 EDIST.#2 EDIST,#3 ADT'S/UNITS: FEE/ADt S FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: X FEE/SQ.FTJUNIT: .$ SEWER FEE ED.U's X FEE/EDU: =$ BENEFIT AREA:• . S EDU's X FEE/EDU: . DRAINAGE FEES: • PLDA: HIGH MEDIUM LOW ACRES: 0.63 X . FEE/AC: 2265 =$ 1426.95 POTABLE WATER FEES: • • .5 UNITS. CODE' CONN. FEE METER FEE SDCWA FEE TOTAL TRUCTlQN I jr JJ To address post development pollutants that may be generated from development projects the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP s) into the project design per the City s Standard Urban Stormwater Management Plan (SUSMP) To view the SUSMP refer to the Engineering Standards '(Volume 4 Chapter 2) at www carlsbadca gov/standards Initially this questionnaire must be completed by the applicant in adance of submitting for a development application (subdivision discretionary permits and/or construction permits) The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project Depending on the outcome your project will either be subject to Standard Stormwater Requirements or be subject to additional,criteria called Priority Development Project Requirements Many aspects of project site design are dependent upon the storm water standards applied to a project Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts City staff has responsibility for making the final assessment after submission of the development application If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you this will result in the return of the development application as incomplete In this case please make the changes to the questionnaire and resubmit to the City If you are unsure about the meaning of a question or need help in determining how, to respond to one or more of the questions please seek assistance from Land Development Engineering staff A separate completed and signed questionnaire must be submitted for each new, development application submission Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire you must also complete sign and submit a Project Threat Assessment Form with construction permits for the project r Please start by completing Step 1 and follow the instructions When completed sign the form at the end and submit this with your application to the city.,- STEP 1 TO BE COMPLETED FOR ALL PROJECTS _ To determine if your project is a priority development project please answer the following questions YES NO I Is your project LIMITED TO constructing new or retrofitting paved sidewalks bicycle lanes or trails that meet / the following criteria (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas or other non erodible permeable areas OR (2) designed and constructed to be hydraulically disconnected from -' paved streets or roads OR (3) designed and constructed with permeable pavements or surfaces in ' accordance with USEPA Green Streets guidance? 2 Is your project LIMITED TO retrofitting or redeveloping existing paved alleys streets or roads that are designed and constructed in accordance with the USEPA Green Streets_guidance? If you answered yes to one or more of the above questions then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects Go to step 4 mark the last box stating my project does not meet PDP requirements and complete applicant information If you answered no" to both questionsthengo to Step 2., : STORM WATER STANDARDS', .. . Developmen.t Services 51 Land Development Engineering C I I Y 0 F QUESTIONNAIRE C AR SBAn. . E-34 7606022750 www.carlsbadca:gov STEP 2 TO BE QOrPLETED FOR ALL NEW QR EDEVE,LOPMET PRQJ,,ECIS To determine if your project is a priority development project, please answer the following questions: . YES NO 1. Js your project a new development that creates 10,000 square feet or more of impervious surfaces collectivelç' over the entire project, site? This includes commercial, industrial, residential, mixed-use, and public development projects on 'public or private land. 2. Is your project creating or replacing 5,000 square feet or more of impervious surface, collectively Over the entire *on project site an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3.. Is your project a.new or redevelopment project that creates 5,000 square feet or more of impervious surface - collectively over the entire project site and supports .a restaurant? .A restaurant is a facility that selYs prepared foods and drinks for consumption' including stationary lunch counters and refreshment stands selling prepared S n. foods and drinks for immediate consumption.- Is your project a new or redevelopment project that creates 5,000 square feet or more of.impervious.surface' collectively over the entire project site and supports a hillside development 'project? A hillside development project includes developmenton any natural slope that is twenty-five percent or greater . >< Is your'project a new or redevelopment project that creates 5,000 square feet or more Of impervious surface•. collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the ' temporary parking_or storage' of motor vehicles personally for business' or for commerce. _used Is, your project a new or redevelopment project th'at creates 5,000 square feet or more of impervious surface' collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway,, freeway or driveway is' any paved impervious 'surface used for the transportation' of .automobiles, trucks, motorcycles; and other vehicles. .7: Is your project anew or redevelopment project that,create's or -replaces 2,500 square, feet or more of impervious surface collectively over the entire site, and discharges directly to an'Environmentally Sensitive, Area (ESA? Discharging Directly to includes flow that is conveyed overland a distance of 200 reef or less from the project to the ESA, or conveyed in a pipe or open channel any distance aa an isolated flcw from the - project to the ESA (i.e.not'commingles with.flows from adjacent lands).* Is your project a new development that supports an automotive repair shop? 'An automotive repair shop, is a .facility that is categorized in any one 'of the following Standard Industrial Classification (SIC) codes: 5013, ' 5014, 5541, 7532-7534, or 7536-7539. Is your project a new,'development that supports a retail gasoline outlet (RGO)? 'This category incluies RGO's' that meet the following criteria: (a) 5,000 square feet or more or (b) a project'Average Daily Traffic (ADT) of 100 or more vehicles per day.'' Is your project a new or redevelopment project that 'results in the disturbance of one or,rnOre acres .o- land and are expected to generate pollutants post construction? 11 Is 'your. project located within 200 feet, of the Pacific Ocean and (1) creates 2,500 square feet 'or more of,,' , 'impervious' surface or (2) increases impervious surface on the property by more than 10%? If you answered "yes" to one'or more of the above questions, you ARE a'priority development project'and are thérefOre'subjectto implementing structural Best Management Practices (BMP's) in addition to' implementing Sta'ndard Storñ, Water Requirements such as source control and low impact development BMP's. ,.A Storm Water Management Plan (SWMP) must .be'subrnitted with'your application(s) for development. Go' to step 3 for redevelopment projects.' For new projects, go to step 4 at the end of this questionnaire, check the,"my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above. questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of, this questionnaire, check the "my project does not meet PDP réqüirernents" box and complete applicant information. 4 AN&I 14!1h> CITY OF STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750. www. carlsbad ca .gov STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE 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 CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES STORM WATER COMPLIANCE CERTIFICATE V My project is not in a category of permit types exempt from the Construction SWPPP requirements V My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). V My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) - V My project will not 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 that meets one or more of the additional following criteria: 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 1 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 April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. - I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST: MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE. THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED. POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION . ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND. APPROVED BY THE CITY OF CARLSBAD. - ,MX(a) L A~ W 04, OWNER(S)/NER'S AN1YNk1E (PRINT) *TEOWNER(S)/oWNER'S AGENT ( / GNATURE) PROJECT INFORMATION Site Address: j Ci1w'5iJ Assessor's Parcel N1f320 - Project ID: &A) I LI.. p -7 Construction Permit No.: Estimated Construction Start Date Project Duration Months. Emergency Contact: Name: 2ytoL77 W04 k~6 24 hour Phone: 7&o 47z,_ c Perceived Threat to Storm Water Quality idum . If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs For City Use Only ClT' OF Cr 1WJP ST DARD TI Approved By: Date: J') E-29 Page 1 of 3 REV 4/30/10 STORM WATER.. ...Deve!opment Services - STAN DARD. i.an"dDeveIopment Engineering QUESTIONNAIRE r j35Faraday Ave nue C I T Y 0 F . . •. . 760-602-2750 CARLSBAD E-34, 1 STEP L TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: . . . YES . NO Does-the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? . . If you answered yes,' the structural BMP's required for.Priority Development Projects apply only to the creation or replacementof impeMous surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. . . . . . .. If you answered no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. . - _ STP'4 . - çHEC.TI1E APROPRIATE BPX AID COMPLETE APPLlCNT INORMTlN My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements a nd must comply 'with additional stormwater criteria per the SUSMP,and lunderstand I.mustpreparea Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project Refer to SUSMP for details . My project does not meet PDP requirements and must only comply with STANDARD STORM WATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact develàpnient strategies throughout my project: Applicant Information and Signature Box . . ' . . . . .. . . .. . ... . vr Address: /7 I'. IA V Accessor's Parcel Number(s): n . 7.n 15 - Applicant Wame . . ' Applicant Title- Applicant gnature- . . .. .. , .Date: / - ( This Box for City Use Only /___•• ...•' . .•. .-.------- II ._'- . .. .'• . . . ' . City Concurrence: . YES ,. NO By: . Date:1 Project lD:/(/95 - - - . ' . ' . •1 * Envirnrintally Sensitive Areas include but are not lirnited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Dieg Basir((1994) and amendments); ater bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and Countyof San Diego; and any otli'er equivalent environmentally sensitive areas which have been identified by the Copermittees. . . E-34 / Page 3 of 3 Effective 6/27/13 Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control Management BMPs Pollution Control BMPs BMPs - -2- C o C .2 c C: CM E (1) C 115 1) E - 2 2 0 (° . .2- ' . a Best Management Practice a E. w 1) 2 (BMP) Description -* a, LI L CD C .2 CD - 2 ° . fl .J . .a CL - , CU ° m .2 LL a jj i .2.2 ' c' S a a,J WI ( ( 2. ac c c o (9 1110 U) U) U) .0 C) 9 IL 0 U)> U) U)Q U). U) 0 Q( 0. >( l U) ci)C U) i o: - CASQA Designation 3 7 C? 't - '7 c'i c' r7 o c'?. 'T U) C - C?. - 0 0 0 0 W W W W W Iii W W Q Q (1) (1) (1) U) W w W W -U) U) U) U) U) U) U) Cl) - - Z Z Z Z Construction Activity - Grading/SoilDisturbance '5 — - Trenching/Excavation — - — Stockpiling. - --.- - Drilling/Boring - - Concrete/Asphalt Saw. - — — — - -- --- Concrete flatwork cutting --- --. -- Paving - ConduitlPipelnstallation - Stucco/MortarWork - - - - - - - — -- — —. -- Equipment Maintenance -- ----. ---- and Fueling Hazardous Substance - Use/Storage --- — - - -__ - Dewatering Waste Disposal ------. -- - - - Staging/Lay Down Area --,------- Site Access Across Dirt ------------------ - Other (list): - - - -- -- -.-- Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then -check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. . . To learn more about what each BMP description means, you may wish-to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stomiwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 . . . . Page 2 of 3 REV 4/30/10 PLANNING DIVISION Development Services BUILDING PLAN CHECK4 Planning Division C I T V 0 F - APPROVAL 1635 Faraday Avenue CARLSBAD P-29 (760) 602-4610 DATE 11/3/14 PROJECT NAME REMODEL ENTIRE HOUSE, ADDITION & NEW DETACHED GARAGE PROJECT ID - PLAN CHECK NO CB142959 SET# ,, ADDRESS 1519 CHESTNUT AV APN Z This plan check review is complete and has been APPROVED by the PLANNING Division By GINA RUIZ 4 A Final Inspection by the PLANNING Division is required 0 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 12 the attached checklist Please resubmit amended plans as required Plan Check APPROVAL has been sent to baworthinginc@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked ; :- PLANNING - ;" ENGINEERING ' . • •'.A ' FIRE PREVENTION1-414 i U ,. ' 760 602-4610, 7606022750 r r -p... .1. Chris Sexton -. Kathleen Lawrence Greg Ryan 760-602-4624 . . . 760-602-2741 760-602-4663 Chris.Sexton@carisbadca.gov Kathleen.Lawrence@carlsbadca.gov Greory.Ryan@carIsbadca.gov Gina Ruiz Linda Ontiveros . Cindy Wong , 760-602-4675 - . 700773 - 760-602-4662 Gina.Ruiz@carlsbadca.gov S Cynthia.Wong@carlsbadaa.gov Dominic Fieri 760-602-4664 Dominic.Fieri@cbrlsbadca.gov . Remarks: SETBACKS: FY=32' SY=16' & 14.5' (HOUSE) & 10' & 56' (DETACHED GARAGE) RY=133.75' (HOUSE) & 20' (DETACHED GARAGE) HEIGHT: 17.3' (HOUSE) & 14' (DETACHED GARAGE W/ 4:12PiTCH - - STATED ON SHEET 8) LOT COVERAGE 17.7%, :PALOS VERDES ENGINEERING COPORTION 663 Valley AvenueSuite#l0I,:Solana Beach, CA 92075 Telephone (858) 5094505 Fax.(858) 5094515 1.0 Design Criteria: Watling 24-14-518 Code: 2013 California Building Code - ASCE 7-10 Timber: DOuglasFir-Larch (DF-L), WWPAor,WCLIB • 2x Wall Framing: DF-L #2 (unlss noted otherwise) 2x Rafters & Joists: DF-L 42 • Posts & Beañ'is: DF-L'#1 ç' Glue-Lam Beams: 'S.irnpl Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DFIDF') Sheathing: Mm. APA-Rated Sheathing, Exposurel, Plywood orOSB (U.N.O.) Engineered Framing: Wood. I-Joist: TJIi 10,210,23 Q,360,560 ICC ESR-1 153 LVL,PSL 1 .9E.Microllàni, 2.10E Parallam. ICBO ER-4979 Concrete:•• Compressive Strength @28 ftys per ASTM,C39-9: Footings: fc =.00 pi Grade Beams: fc = 3000 psi. Concrete Block: Grade 'N-1 per ASTM C90-95, fm 1500 psi per ASTM E447-92, Mortar: Type S'Mortar Cement per ASTM C270-5; Min. fin = 1,800 psi' @28 days. GrOUt: Max. Aggregate per ASTMC476-91, Min. fm = 2000 pi@8'days. Reinforcing Steel: 94 & Larger: . ASTM A615-60 (Fy =:60 ksi) #3 & Smaller:' AS1MA615.40 (Fy=40 ksi) Structural Steel: 'W' Shapes: .ASTM A992, Fy= 50-65' ksi '!lates; An,Ie; Channels'. ..ASTM A36 Fy = 36 ksi TübeShapes:' ASTM 'A500, Grade B, Fy 46ksi Pipe Shapes: ASTM A5,"Grade B, Fy35 :ksi Welding Electrodes: Structuiral Steel: E70-T6 A615-60 Rebar: E90 Series , Bolts: Sill Plate Añchor':Botls & Threaded Rods: A307 Quality Minimum Steel'Moment &'BracedFrames: ' ' A325 (Bearing, U.N.0) Soils: 1000 psf Bearing Pressure • ' References: 'I Palos Verdes Engineering Corporation JOB 24-14-518 Consulting Structural Engineers . . . •siro OF__________ CALCULATED BY. PSC 'DATE 10t2/14 :663 Valley Avenue, Suite 4.101, SolanaBeach,OA 92075 .. CHECK BY DATE Telephone (858) 509-8505 -Fax: (858) 509-8515 SCALE. 2.0 LOAD LIST 2.1 Roof '(VaUIted Roofing 9.0 ps 15/32" Shating 15 psf ,Roof Framing 2.6 psf 5/8" Gyp. Bd. 2.8 psf 'Insulation 'and Misc. 2:1 psf DL '18.0 psf 5<1 20.0 psf TOtal Load .38.0 psf 2.2.:.Roof (wl ceiling) Roofing . 6.0 psf 15/32" Sheathing .' 1.5 psf Roof Framing . . 2.6 psf Insulation and Misc., 1.9 psf 10L = 12.0 psf 1LL 20.0 psf Total Load =32.0 psf 2.3 Ceiling Ceiling :Jbist ' . 1.6 f' Gyp.'Bd. . 2.8. psf . lns,ulation and Misc. . 1.6.psf . . . DL' 6.0.pf . . '1LL IO:O.'psf 'fotal"Load = 16.0 psf 2.4Walls Exterior"Wall . . . . InteriOrWall 7/V Stucco 9 0 psf 1/2" Gyp Bd. (2 Sides) 4 6 psf 15/32'Sheathing 15 psf 2x4Studs@ 16"oc 11 psf 4Stüd@'6" ox. . ,': 1.1 psf . Më. .. ' 2.3sf .5/8" Gypsum :Bd. 2.8 'psf . . . ' 8:0 sf. 'Misc. . . 0.6 psf .DL" 15.0 psf • • Palos Verdes Engineering Corporation Consulting Structural Engineers - 663 Valley Avenue, Suite #10 1,'Solana Beach, CA 92075 Telephone (858) 5.09-8505 -Fax., (858)509-8515 JOB 2444-518 'SHEET NO 3 OF________ CALCULATED BY PSC DATE 10/2/14 CHECK BY DATE SCALE .2.0 LOAD LISTCONTIN . 2.5 Floor . Floor Cover 0.0 •psf Sheathing 0.0 psf 2xF.J. . 0.0 psi .5/8" Gyp. Bd. O.Q. psf Insulation and Misc. 0.0 psi 1DL 0.0 psf LL 0.0 psf Total Load = 0.0 psf WIND. PARAMETERS 2.6 Wind Basic Wind Spèed= 110 mph Exposuré Cat B Ps =AKzt*l*PS3O (A$CE7-Equatón6-I) . . A= 1.00 (fig. 63) Ps3o= 26.6 psf (fig. 6-3) P = 26.6 psf Kzt= 1.0 (fig. 6-4) 1 1.0 (table 11.5-1) P = 16.0 psf (ASD *06) 2.7 Seismic :.SMSFS . . USGS APPLICATION S 1.128 S1 = 0.433 SMS 1.1.65 Fa= 1.03 F,= 157 R=2 1= 1.00 :SDs = (2/3) .S. (11.4-3) . . h = 8.00 Occupancy Category 2 0.777 . Site Class:: D .. Cs = SDS . SEISMIC DESIGN CATEGORY .(RJI) (11.6 ASCE 7-10) Cs 0.388 S O4 . . 1L4.1 ASCE7-1O) Ss>015 USE: V= C5W0 Equation 12.8-1 Applies Ta = C..* th1J°75 0.095 Ta <(0.8)Ts, OK SD ADS 0.582 k= 1.0 Ta<0.5 V 0.388 WOL . SeisiDesign Category: D ASD BASE SHEAR _CSWDL VASD— 1.4 YASD 0.277 WDL JVistaJ .: 10/i2014 Design Maps Summary Report USGS Design Maps Summary Report User—Specified Input ,3Iy Report Title, Watling Thu October 2, 2014 23:57:13 UTC 'Building Code Reference Document ASCE 7-10 :Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.160240N, 117.332140W Site Soil Classification Site 'Class D - "Stiff Soil" Risk Category I/Il/lit 2nii 1Z 15000111 South 4 ..:': çshad ._./ .mapquet ..-.. .;. USGS—Provided Output S= 1.128g sms = 1.1839 S= '0.789g S1 = 0.433 g SM1 = 0.679 g 'S01 = 0.452 g For informátionon how the SS and Si values above have'been calculated from probabilistic (risk-targeted) and deterrniristic ground motions in the direction of maximum horizontal response, please return 'to the application and select the "2009 NEHRP" building code reference document. 1.20 1.00 0% 0.04 0.72 0.50 Ln 0.40 0.24 0.12 0.00 MCER Response Spectrum Period, T (ec) 0. M 0.42 Mw 88 -- 0.og 0.00 I I I 0;0a20 0.40 0.50. 080 1.00 1.20 1.40 160 120 2.00 Period, I (séc) Design Response Spectrum For"PGAM, TL, c, and CR1 values, please view the detailed report. 112 Palos Verdes Ehginering Project Title: 603 ValleyAve;#101 Engineer Project ID: Solana Beach, CA 92075 Project Descr: 4/ Printed: 10 OCT 2014, 1O55AM [MuItlpIerSimpIe Beam ENERCALC INC 1983 2014 Build 6 14825 Ver8 14831j LIL Description: Garage Wood Beam Design RB 1) HDR [ CaIculons "CBC 2013 ASCE 710 BEAM Size: 3.5x14.0, Parallam, Fully tJnbraced Using Allowable Stress Design with IBC 2012 Load Combinations Major Axis Bending Wood Species: Truss Joist . Wood Grade: Parallam PSL 2.OE Fb -Tension 2900 psi Fc PrIl 2900 psi: Fv 290 psi Ebend- xx. .2000 ksi Density, 32.21 pcf Fb - Compr 2900 psi Fc- Perp .750 psi Ft . 2025 psi Eminbend ,- xx. ;1016.535 ksi Applied Loads . . Beam self weight calculated and added to load 's Unit Load', D=O.20, Lr=0.220klft0.0ftto10.250ft,Trib=t0ft Unit Load: D=0.120, Lr=0.120 k./fti 10.250tG18.250ft, T6=10tt Point: D = 1.20, .Lr = 1.30 1(@.10.250 ft Design Summary Max fblFb Ratio = 0.820; . . .. . 0(0.120) Lr(0.120) fb; Actual: 2692.98 psi .at 10.220 ft in Span # 1 * D(O.2O)r(O.220) , . .. psi Load 1 +r I Max f//FvRatio 0.356.: 1. . . . fv,:Actual.: . .129.02 psi at Q.000ft in. Span #i. . .182505xl4.O• Fv:Allowable.: 362:50 psi _____ Load Comb.: +D+Lr+H Mai Deflections Max Reactions (k) Q I Lr W E if Downward L+Lr+S 0.457 in Downward TOtal 0.898 in Left Support 2.31 2.40 Upward L+Lr+S 0.000 in . Upward Total 0.000 in Right Support . 2.10 . 2.11 ., LiveLoad Defi Ratio 479 >360 Total Defi Ratio 243 >240 ;Wo'od BeamDësi9n : (RB-2)HDR' ........................ ............. CThh er 2012 NDS"IBC 2012 CBC 2013 ASCE7 10 BEAMSize: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC2012 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch . .. . WOOd Grade: No.2 Fb - Tension 900.0 psi Fc- Pril 1,350.0psl Fv 180.0 psi Ebénd-xx 1,600.0ksi Density 32.210pcf Fb - Compr 900.0 psi Fc - Perp . 6250 psi Ft 575.0 psi 'Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: .0=0.1350, Li'=0.150 k/ft, 0.0 ft to 6.50 ft, Tib1 :0 ft. Unif Load: P 0.20, Lr = 0.220 kift, 6.50 to 8,250 ft, Trib= 1.0 ft Point: D = 1.10.. Is =1.30 k @ 6.50 ft. Design Summary Max.fblFb:Ratio = 0.688 1 lb : Actual: . 843.35 psi at 5.940 ft in Span #1 Fb : Allowable.:. 1,225.81 psi Load Comb Max fv/FvRatio = .0.40:1 fv : Actual: 110.98 psi at 7.315 ft in Span#1. Fv :Allowable: 225.00 psi Load Comb :. +D+Lr+H 'Max Reactions (k) U 3 W E Palos Verdes Engineering 603 Valley Ave. #101 .Solan'a Beach, CA 92075 Project Title: Engineer Project Descr Project ID: Rle uItipIeSimpIe:Beam . ENERCALC,INC.I 2014. 12:03PM .Ver:6.14.8.31 Description.: Watling House Wood Beari'i•,Design (RIDGE-i) ations IBC 201,2, C113020I3 ASCE7IO BEAMSize:. '7x20, Parallarn,' Fully Unbraced Using Allowable Stress Design with'IBC2012'Load Combinations, Major Axis Bending Wood Species: Truss Joist . Wood Grade: Parallam PSL'2.OE Fb * Tension 2,900.0 psi Fc- Pril 2,.900.0psi Fv 290.0. psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb-Compr 2,900.0 Psi Fc*Perp: 750.0 psi Ft ..2,025.O.psi •Eminbend - xx 1,016.54ksi ADD Loads Beam self weight calculated and added to loads :Unit Load: 0=0.3420, &0.280k1ft,0.0ftto20.0 ft, Trib1.0III Unif Load: 0 = 0.2120, 'Lr = 0.1740k/fl, 20,0 to 32,250 ft,Trib= 1.0ff Desiön Summiry . .. Max fb/Fb Ratio = 0.564; 1 . . . . 002120101740 'tb : Actual : 1,962.33 psi at 15.265 ft in Span # 1 00.3.420 Ir 0.260 , . .), ci; . Comb:. . Load Max fv/FvRatio - 0.264. .1 - 32.250 ft,, 7x20 fv : Actual: . 95.70 psi. at 0.000 ft in Span # 1 Fv: Allowable 362.50 psi. Load Cdmb':' +D+Lr1'H . 'Max Deflections Max.ROactions (k) 'P. . k Lr .;&' ki Downward L+Lr+S .0.647 in Downward Total 1.520 in Left Support 5.72 ,427 , Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 4.73 3.46 Live Load DefiRatlo 597 >36 0 Total Defl Ratio 254 >240 Wood Beam DesIgn (RR 1) Calculations per 2012.NDSlBC;2012 CBC.2013, ASCE 7-10 BEAM Size: 2x12, Sawn, Fully Braced ' ,. . . Using Allowable Stress Design with IBC.2012 Load Combinations, Major Axis Bending Wood Species: Dougtas Fir - Larch . , . , Wood Grade: No.2 Fb - Tension 900.0 'psI Fc - Pril 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 32.210 pcf Fb -'Compr 900.0 psi Fc - Perp 625:0. psi Ft 575.0 pi Eminbend - xx ' 580.0 ksi Applied LOads UnffLoad:,D=0.0360, Lr'=0.02960k1ft,Trib= 1.0f1 Design Summary Max fb/Fb Ratio = . 0.868_.i ....................... ' . D(0 0360) LrO.029603 - fb -:Actual: 1,122.68 psi at 9.500ft:inSpan#'l. . ,. - Fb Allowable 1 293 75 psi --- -zr' ---- Load - Làad Comb : +D+Lr+H Max fv/FvRatio = 0.223:1 , ' 19.0.6: 202 fv Actual: 50.23 psi at 0.000 ft in' Span #1 . . Fv : Allowable : 225.00 psi Load Comb : +D+Lr+H Max Deflections Max Reactions (k) P .1. Lr a 'L'! E E Downward L+Lr+S 0.306 in Downward Total '0.679 in Left Support 0.34 0.28 ' ' ' Upward L+Lr+S , 0.000 in, 'Upward Total' 0.000 in Right Support 0.34 0.28 Live Load Defi Ratio 744 >360 Total Defi Ratio 335 5240 1Wóod'BearnDesigfl.:'(RB-i)HDR ENTRY' ,.,CalcülatlOns per 202 NDS:lBC 2012, CBC.2013,ASCE 710 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations Major A. Bending Wood Species: Douglas Fir -'Larch , Wood Grade: Nótl' Fb - Tension ' 1,350.0 psi Fc - PHI 925.0 psi Fv 170.0 psi Ebend.,xx 1,600.0 ksi. Density 32.210 pcf Fb - Compr 1,350.0 psi ,Fc - Perp 625.0 psi Ft .675.0. psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and 'added to tOads linlf Load:: 0=0.1770, Lr=0.130k1ft,Trib= loft ' Design SUmmary. ' Max fb/Fb Ratio = 0.7721 6(0.1770)Lri;ol3o) fb:'Actual: 1,287.46 PSI at' 9.000 ft inSpan'#1 Fb Allowable 1667 09 psi Load Comb:' +D+Lr+H . '-- . _______________ Max fv/FvRatio= 0290: 1 .. ' ' ' 18.0 ft; 6x12 'fv: Actual: 61.69 Psi at 0000 ft. in Span # I Fv: Allowable: 212.50 psi _______________________________________________________ Load Comb: +D+Lr+H Max, Deflections - Max Reactions (k) P L j Downward L+Lr+S 0 277 in Downward Total 0 684 in Left Support - 1.72 1.17 ' ' Upward L+Lr+S 0.000 in Upward Total , 0.000 in Right Support 1.72 1.17 ' ' Live Load DORatio 780>360 Total Defi Ratio 315 >240 PalosVerdes Engineering 603 Valley Ave, #101 .Solana Beach, CA 92075 Muitiple'Sirhpl&Béam"!• ' Project Title: Engineer: Project Descr .. INC.-. Project ID: '57 ,Wôo,d,BãñDésign ENTRY ¼ I Calc'iiatnser2012NDSBC ,i2012 CBC20I3 ASCE7IO BEAM Size: 6x14, Sawn Fully' Unbraced Using Allowable Stress Design with ABC 2012 Load Combinations, Major Axis Bending Wood Species:' Douglas Fir -. Larch . .. , Wood Grade: No.1 Fb - Tension 1,350.0 psi Fo-PrIl 925.0 psi . 'F .170.0 'psi Ebend- xx 1,600.0ki' 'Density 32.210pcf Fb-'Compr 1,350.0 psi 'Pc- Perp 625.0 psi Ft 65.0.psi . Eminbend - 580.0,ksi Applied Loads .. . Beam self weight calculated and added to loads Unif bad: D.=0,190, Li 0.160 k/lt, 1'rib= 1.0 ft Point: D=4.730. Lr'3.460k'4.30ft Design Summaiy Max fblFb Ratio = . 0.761; 'i,. . fb :.Actual . 1,26048 psi at 4.300 ft in Span # 1 ,Fb :Al!owable : 1,656.80 psi Load Comb: +D+Lr+H Max fv/FvRátió,= 0.539: '1 fv ActUal: 114.49 psi at, 6400 ft in Span.# 1 ,Fv : Allowable:. 212.50 psi Load Comb: +D+Lr+H . D(O.190)Lr(Ol1SO) . . , . . : 7:50t1, 6x14 Max Deflections Max Reactions (k) k. J . : W . E . H Downward L+Lr+S 0.035 in Downward Total 0.082 in Left Support 2.79 2.08 Upward L+Lr+S 0.000. in Upward Total 0.000 in Right Support 3.49 2.58 Live Ldad Défi Ratio '2587 >360 Total Dell Ratio 1099>240 Wood BeamDesign (RB 3) Calculations per 2012 NDS IBC 2012 CBC 2013 ASCE 7 10 BEAM Size : 5.25x11.875, Para!lam, Fully Unbraced Using Allowable Stress Design with IBC 2012 Load Combinations,. Major.Aiis.Behdlng Wood Species: Truss Joist Wood Grade:' Para!lamPSL 2.OE - Fb - Tension' 2900 psi Pc -. Prll 2900 psi Fv 290 psi Ebend- xx . .' 2000 ksi Density. 32.21 pcI Fb - Càmpr -2900' psi Fc - Perp 750psi . Ft 2025 psi Eminbènd -'xx. 1016.535 ksi App!ied'Loads Beam self weight 'calculated and added to loads, Unif,Lôad: D.=0.070, Lr = 0.060k/fl, Trib= 1.01! Point: D = 8.230; Lrs 6.930k @ 2.750 ft .... . Design 'Summa Wax fb/FbRatio 0.3571 1 1b: ActUal:: .' 1,28959 psi at '2.747 ft in Span '#1 Fb .Allowable: 3613.21 psi Load Comb: +D+Lr+H.. Max 'fvlFvRatio'= 0.701: 1 Iv: Actual: '. - 25428 psi at 3.013 ft in Span.# I Fv :,Allowable: 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) J. ii S W Left Support .274 . 2.29 . RightSupport 5.83 4188 H:.Downward L+Lr+S 0.009 in Downward Total Uprd L+Lr+S 0.000 in Upward Total Live' Load Defi Ratio'. . 5181 >360 Total DeflRatio 0.020 in '0.000 in .2362 >240 Wood Beam Design (RB-4) Calculations pe 2012 NDS IBC 2012, CBC 2013 ASCE 7 10 BEAM Size; 3.5x11.875, Parallam, Fully Unbraced Using Allowable Stress' Design with IBC 2012 Load Combinations, Major'Axis Bending Wood Species' Truss Joist 'Wood Grade: Pár'àllam PSL 2.OE Fb Tension 2900 psi Fo T Prll 2900 psi Fv 290 psi Ebend xx 2000 ksi Density 3221 pcI Fb - Corn pr 2900 psi Pc - Perp. .750 psi Ft 2025 psi :Eminbend - xx 1016:535 ksi Applied Loads. '- Beam self weight calculated and added to loads UñifLoad: D=0.O810Lr=0.090kIftJrib=1.0ft Design Summary Max fb/Fb Ratio 0.141.' 1 , . D(O.0810)Lr(O.090) lb Actual 493.36 psi at 6 125 ft in Span #.1 " "a. Pb Allowable 3503 62 psi LoadCo'mb: +D+Lr+H '-'--------- Max fv/FvRàtió'= 0.092:1 Iv : Actual: 33.48 psi at 0.000 ft in Span #.,1 12.250 ft. 3.5x11.875 Fv.: Allowable: 362.50 psi , __________________________________ Load Comb +D+Lr+H Max Deflections Max Reactions (k) 2 .L Lr.,,. . E J:t ' Downward L+Lr+S 0.047 'in .Downward'Total 0:094 in Left SUpport' 0.55 ' 0.55 , Upward L+Lr+S, '0.000 in Upward Total 0.000 in Right Support '0.55 0.55 'Live Load Défl Ratio 3132>360' 'Total Défl Ratio 1563 >240' PalosVerdes.Engineering ProjectTllie: 603 Valley Avé #101 Enqine&: Project lD SOlana. Beach( CA 92075 Project .Descr P,nte&22 OCT 204.12.03M [Multiple Sithple Beam File FF:UAHRO9~KIPC-N&Ml4~1JCCHU701C~lc~slwaging.'ed6 --.Licensee: PALOS VERDES; ENGINEERING CORP. 1, WobdBeamDesin :.(RB-5) I .i Iz i CaIculation per. 2O12NDS IBC, 2O1ZCBC2013 ASCE7IO Usin'gAliowbleStfessDesTgnwith.lBC 2012 Load Combination, Major Ads Bending WoodSpecies: Douglas Fir - Larch . .. Wood Grade: No.1 Fb - Tension 1350 psi. Fc-:Pr1l. 925 psi .Fv 170 psi Ebend-xx 1600.ksi Density 32.21 pcf Fb-Compr 1350 psi Fc-Pérp. 625 psI Ft 675 psi Eminbend - xx 580 ksi Applied Loads - Beàhi self Weight calculated andàdded to lOads .Unlf LOad: 0 = 0.0810;11 = 0:090 klft,Trib1:0 ft. . •. Design Summary Maxfb/Fb Ratio 0.378 1' . O(O.0810)lt(0,090) fb Fb Allowable-' 1 si 40 psi at ft in 5 500 'Span # 634 29 p Load Cbri,b +D+Lr+H Maxfv/FvRatio= 0.150:1 .: . •. . fv :.Actual: .31.96 psi. at o.00i in Span #1 . 11.011, 6x8 Fv: Allowable: 212.50 psi ............ . . Load Comb: +D+Lr+H . täibfiections.. Max Reaôtions (k) . L Lr a LN E .ff Downward L+Lr+S 0.096 in DOwnward Total 0.193 in Left Support 0.50. 050 . UpwardL+Lr+S 0.000 in. IJpward'Total .0.000 in Right Support . 0.50 . o:so. . Live Load DO Ratio 1370 >360 Total Deft Ratio 684 >240 Wood Bea m Design (HIP-I) Calculations per 2012 NDS IBC 2012 CBC 2013 ASCE 7-10, BEAM Size: 1.75x11.87., MicroHam, Fully Braced Using Allowable Stress Designwith IBC 2012 Load Combinations, Major AxisBending Wood.Speciès: Truss Joist . . . . . . Wood Grade: MicroLam LVL.,1.9E . . Fb- Tension 2.600:0 psi Fc- Prll .2,510.0 psi Fv 2850 psi Ebend-xx 1900.0ksl Density 32.210pcf Fb-Compr 2:600:0 psi' Fc - .Perp. 750.0 psi Ft .. 1,555.0 psi . Erninbend -.xx. 965.71 ksi Applied Loads:. . . Unit Load: D=.0.0->0.1580, Lr a 0,0->01750 k/ft 0.0 to 4.250 ft Unit Load: D=,0.1580->0.0,. Lr = .0.1750->0.0 kilt, 4.2501617.50ft DCsiqn Summary . . .....---. . . - Max fblFb Ratio = . .0.708; 1....................... . LrO00 D(O.158010.0)L(O175DOO) tb :Actual: . 2,301.26 psi at 7.700.ft inSparr#.1 0000i580 ., . Fb :Allowable :: 31250.00 psi Load Coriib . +D+L+J. •: . S.-- Max tvIFvRatio = 0339 1 . . . lv :.Actual: 120.72 psi at",0000ff in Span # .1 ' 17.5011. 1:75x11.87 .Fv: Allowable: 356.25 psi . Load Comb: +D+Lr+H .Max Deflections. . Max Reactions (k) Q I. If S W S ii Downward L+Lr+S d;480 in Downward Total 0.914. in Left Support '0.81 0:90 Upward L+Lr+S .0 .000 in Upward Total 0 000 in RightSupport 0.57 . . Live Load Defl Ratio 437 >360 Total Defi Ratio 229 >180 WoóVBeam Design (RR-2) CaLuiatliisr2012NDS lBC 2012 CBC2OI3 ASCE7I0 BEAM Site,: 2x10Sawh Fully Braced . . . . Using Allowable Stress.Design with IBG.2012.Loàd CombinatiOns, Major AdsBeñdiñg Wood Species: Douglas Fir -Larch . . .. . Wood Grade.: No.2 . . Fb - Tension: .900.0.psi FcPrll. 1;350.0ps1 .Fv 180;0 psi Ebend-xx 1;600.oksi .Density 32.210páf Fb - Compr 900.0 psi Fc -Perp 625.0 psi Ft .575:0 psi Emiribend.-xx' 580.0 ksi A iiplied Loads Béarii self wightcaIulatedandadded to loa ds . . . . . . Unit Load: D =0.0360;, Lr = 0.040 kIlt, Trib= 1.0 ft . . . . - Design Suriimary Max fb/Fb Ratio = 0.877 I - . S D(0.0360)LrtO.040) th Actual 124809 psi at 7500ff 'in Span#1 . -,--r-f a------- -- Fb :.Allowable: 77 1,423.13 psi . ............... ., . ... r. -- .... Load Comb: +D+Lr+H Max fv/FvRatio'= 0.257: 1 . 15011 fv.: Actual: 57.72 psi at .0000 ft in Span :# 1 .. ', Fv..: Allowable: 225.00 psi - Load. COnib : +D+Lr+H . .. Max Deflections . S ,. . Max Reactions (k) k ii Downward L+Lr+S 018i in Downward Total 0 572 in Left.Support 0.29 0.30 UwàrdL+Lr*S :0.000 in Upward Total 0.000in Right Support 0.29 0.30 Live Load Deft RatiO 622 360 Total Défl Ratio 314>240 Palog Verdes Engineering .ProjectTitIe: 603 Valley Ave #101 Engineer Project ID Solana Beach; CA 92075 Project Descr: NOW: 22 OCT 214, 12:03P?4 [Multiple Simple Beam NERCAL6INC..1983.201,f,Build:6.14.8.25~Ver6.14.6.31 Wood Beam Design (RIDGE 2) CaicuIati&s per2012 NDS, IBC 2012 CBC 2013 'ASCE 7 10 BEAM Size: 2-1;75x1.1:87, Microflam, Fully. IJnbraced UsingAllowable Stress Design.-with IBC.2012 Load Combinations,, Major Axis Bending WoodSpecies:, Truss Joist. .... Wood Grade: MicroLam LVL 1.9 E. .Fb - Tension 2:600.0 psi Fc'-Prll 2,5100 psi LFv 285.0 psi Ebend-xx 1,900:0ki' Density 32.2100cf Fb .Compr 2,600.0 psi Fa- Perp 750.0-psi .Ft' 1,555.0 psi Eminbend - xx .965.71 ksi Applied Loads Beam self, weight calculated nd added to dads - UAif Load:. 0 = 0.1810, Lr =. 0.20 k/lt Jrib= loft Design Summary, . -. . .. .Maxfb/Fb Ratio = 0.668; 1 - -. .. . _' . D(O.1810)Li(0.20) fb: Actual : . . , 2,056.84 psi. at. .8.500. ft in Span.# .1 Load Comb - - r ?SI Max fvlFvRatio - 0 298 1 fv : Actual .106.16 psi at 16:037.ft'inSpari i . 17.0.11. 2-1.75x11.87 Fv.: Allowàb!é: 356.25 psi ___________ Load Comb: +D+Lr+H 'Max Deflections ' . Max Reactions (k) P .! 'Lr w E 'H Downward .L+Lr+S 0.407 in Downwrd Total 0.795. in Left Support 1.62 1.70 ' Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.62 1.70 . .. Live Load Deft Ratio ' 501 5360 TotI Deft Ratio , 256 >240 Wood Beam Design j'(RIDGE,3) - "! CaicuIationrpr 2012 NDS IBC 2012 CBC 2013 ASCE7IO BEAM Size: 4x10, Sawn, Fully Unbraced ... . Using Allowable Stress Design with IBC 201,2 Load Combinations Major Axis Bending Wood Species: Douglas Fir- Larch . 'Wood Grade.: No.2 Fb-'Tension . 900.0 psi, Fc•- PrO:. 1.350.O .psi Fv 180.0 psi :Ebendxx 1,600.0ksi Density 32.2lopdf Fb - Compr 900.0 psi Fe - Pérp 625.0 psi Ft . 575.0 psi Erninbend --.xx, 580.0 ksi Applied Loads Beam self weight cacuated and added to loads . .UruilLoad: 0 = 0.1080,, Li's 0.120 k/ft,'Trib= 1.ofl' Design Summary ... . '..- - .Max,fb/Fb Ratio = 20) 0.70,1' 1 ' . . 0(0:1080) Lr(0,1 Fb Allowable 1 at 5750 ft in Span #1 _________ Load Comb:: . .. +DfLr+H Max fv/FvRatio = ' 0.241 1, ... ... 'fv : Actual: 54.31 Ps! at, 0.000 ft in Span# 1 ' '11.50ft,,4x10 Fv : 'Allowable:. , 225.00 psi . . . Max _. Load Comb: +D+Lr+H Max Deflections Max Reactions (k) P 1, Li' W H Downward L+Lr+S 0.120, in Downward Total 0.252 in Left Support 0.66 .0.69 Upward L+Lr+S. 0.000 .in Upward Total 0.000 in Right Support_0_66 _0_69 _________Live Load Deft Ratio 1073_>360 Total Defi Ratio, _547_>240 Wood Beam Design (RB-6) - Caicuiattons_per 2012_NDS__IBC_2012 CBC_2013__ASCE_7 10 BEAM Size:, 3 5x11 875 Parailam Fully Unbraced Using Allowable Stress Design with lBC 2012 Load Combinations Major Axis Bending Wood Species: Truss Joist . . Wood Grade :' Parallam PSL 2.OE: Fb Tension 2,900.0 PSI Fe Prll 2,900.0 psi Fv 2900 psi Ebend xx .2000 0 ksi Density 32.210 pcf Fb-Com'pr 2,9000 psi Fc-Perp 7500 psi. Ft 2,025.0psi'.Eminbénd-.xx 1,016:54ks Applied Loads 'Beam .elf Weight cdut?ted and added to loads "Unif Load: D =0.0420, Lie 0.070. k/ft .Tiib= 1.0 ft. .. .Foin: 0=0.810, Lr=.Q.90k.@'14.0.ft Design Summary Max thlFb Ratio .= 0537. .1... . . .. . . . fb :.Actual: . 1;790.90 psi at. 14.000 ft in Span #..1 ' _' ..0(0.0420)Lr(O.070). Load Comb r+ Max.fv/FvRatio= . 0229:j.............., 200f1'35x11875 fv :Actual: 82.89 psi at :19067 ft in Span #1 . . Fv. : Allowable: 362.50 psi Load Comb: +D+Lr+H . .,... Max Deflections . Max Reactions (k) 1. Ji' 5f E H Downward L+Lr+S 0.472 in Downward Total 0.853 in Left Support 0.76' 6.97 Upward L~Lr+S 0.000. in Upward Total 0.000 in Right Support' 1 08 1:33 . . Live Load Defi Ratio 608 >360 'Total Pefi Ratio; 281 >240 Palos Verdes Engineering Project Title: .6 vlley'Ave,#101 92 . . .Enginéer . . . Project ID:. 03 Solana Beach,'CA 075 . Project.Descr 00 • . . .. - . Piiid22 OCT 2DI4. 1213PM Ale S F 'JAHRO PC-New 014\I JCCHU-O\CelcstaIhng ecS u up e imp e BeaM ENERCALC INC 1983-2014 Build6 14825 Ver614831 . Lic. #: KW-06006950 Licensee: PALOS VERDES ENGINEERING CORP.:: Desóription: Watling. House . .. Wood Beam Design "(RIDGE-4) _ Calcilati's Si.,IBC 2 BEAM Size:: 5.25x14.0, Parallam, Fully Unbraced . Using Allowable Stress.Design with IBC 2012 Load Combinations,' Major Axis Bending Wood Species: Truss Joist .. . . T ' 'Wodd Grade: Parallam.PSL2.OE Fb - Tension 2,900.0 psi Fc-Prll 2,900.0 psi 'Fv 290.0 pi Ebend xx 2,000.0 ksi Fb - Compr :2,900.0 psi Fc Pep . '750.0psi Ft .2,025.0. psi Eminbend-xi, 1 016.54 ksi Applied Loads Beam self weihf calculated and added to loads . . . Unif.Load: D 0.3420,, Lr = 0.380 klft, Tnb= 1.0 ft I2,CBC.2013,.ASCE 7-10' Density 32.210pf Design Summary 'Max fb/Fb Ratio . o:355 .1' fb :Actual: :1,265.90 psi at.. .7.66o ft ihSpan#.1 Fb: Allowable: 3,566.00 psi Load Comb: '+D+Lr+H :Max,fv/FvRatio. 0.244: 1. fv : Actual: 88.61 psi at 0.000.ft in Span .# .1 Fv: Allowable: '362.50 psi Load Comb +D+Lr+H 0(0.3420) Lr(0,380) Ir - 140f1, 5.25x14.0 Max Reactions (k) Q. L 1 S w' . t: 'H. Downward L+Lr+S 0.138 in . Downward Total 0.267 in Left Support 2.51 ' 2.66 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.51 , 2.66 , ' Live Load DORatio 1221' >360 Total Defi Ratio 628,->240 Wood Beam Design (RB-7) FLUSH BM '4 r - 'TTt. - '- CaIlãttàp2012NDSlBC2 'BEAM Size: 6x12, Sawn, Fully 'linbraced . Using Allowable Stress Design with IBC 2012 Load COmbinations, Major Axis Bending Wood Species: Douglas Fir -Larch.' . . . ... ' . Wood Grade: No.1 Fb.-Tenlon 1350 psi Fc.-Prll 925 psi- Fv' 170 psi Ebend-xx •1600ksi ,Fb - Cornpr 1350 psi Fc - Pep 625 psi Ft 675 psi Eminbend - xi .580 ksi Applied Loads - Beam self weight calculated and added to loads Unif Load:: D =0.0240, Lr = 0.02670.k/ft, Trib=i .0 ft Point:. D = 0.40, 'Lr = 0.70 k@ 10.0.ft POint:, 0=2.510,. Lr= 2.660k 69.0 ft Density 32.21 pcf Desiçjn Summary Max fb/Fb Ratio = . 0.674,;A . = •= 0(O.0240)L7(O.02670) fb : Actual: . 1,121.25 psi at 10.000 ft inSpan'#'l ' '' Fb: Allowable 1,664.28 psi. ,. 4 Load Comb: +D+Lr*H Maxfv/FvRatio= 0.67.5:1 , . . fv.: Actual: . 143.47., psi at 19.'061A in Span # 1 Fv : Allowable': 212,50,-psi . . . Load 'Comb: ' +D+Lr+H • . ... ,, ' . • Max Deflections • Max Reactions (k) L Li W Downward L+Lr+S 0.372 in Downward Total 0.698 in Left Support 0.71 0.75 'Upward L+Lr+S , 0.000 in Upward Total 0.000 in Right Support '2.97 .3.14 'Live Load Defi Ratio' '645>360. 'Total Defi Ratio 344 >240 Wood:Beam Cesign :'(RB-8)' •. . ' . 'Car-atio per 2i12 NDS IBC 2012, CBC 2013, ASCE 7 10 BEAM Size:, 6x10, 'Sawn, Fully tinbraced Using Allowable Stress'Design with IBC 2012 Load Combinations, Major Axis Bending Wood Species: ' Douglas Fir - L'ach , Wood Grade': No.1 Fb -Tension '1 ,350.0 psi Fc -Prll 925.0 psi Fv 170.0 psi Ebend xx 1600.0ksi Fb - c,ompr 1,350.0 psi Fc - Perp 625.0 psi Ft- ......675.0 psi Eminbend - xx 580.0 ksi Applied Loads Bean self kighttalculated and added to loads Unif Load: D = 0.0240, Lr= 0.02670 k/ft,'Trib=, tO ft Point: D0,750, Lr0.760k@6.0ft Density 32.210 pcf Design Summary, Max fb/Fb Ratio fb : Actual: 0.719 1 ' ' ' 1,201;89 psi at 6000 ft in Span #1 ' ' "r'5"o 00240 L 002 670) +D+Lr+H Load Comb Max fv/FvRatio = 0.205,:1 . ' ' fv:Actual': 43.62 psi at 0.000 ft in Span #1 Fv Allowable: 212.50 psi Load COmb: Max, Max 'Réactioñs (k) P t, if. • . 'W E • ff Downward L"Lr+S. 0320 in Downward Total 0.670 'in 'Left Support 0.82 - 0.75 ' Upward L+LrtS ' 0.000 In , Upward Total 0.000'in 'Right Support 0.57 0.49 . , : , Live Load DeflRàtiO 675>360 TotalDefi Ratio 322>240 PalOs Vrdes Engineering 603 Valley Aye, #101 Solana Beach, CA.92075 Project Title: Engineer: Project ID: Project Descr: Pflnted: 16 NOV 2014 1.04,M Fe=F:JAHRO9PC+1evit2Q14\1JCCHU-QCalcs\wallingc6.' VvoO4IJearn . . .'. . ENERCALCINC.1933-2014'BuiId:6.14.9.18,Ve6l4.9.18 Descriphon: (RB-b) © RIDGE SUPPORT - :copEREERENcs. Calculations per NDS 2012,- IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Matérial Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900 psi Ebend- xx 16001ksi Fc - Pril 1350 Psi Emiribend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No2- Fv 180 psi Ft 575 psi Density 32.21 pcI Beam Bracing Beam is Fully Braced against lateral-torsion buckling. - . .0(0.86)Lr(0.8) - - 0(0.02) (0.0267) Span.= 12.0 ft - . -.-- • - - - - -v.. .. Applied.Loads'.. -- •. . Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.020, Lr = 002670 Tributary Width = .0 ft Point Load: D 0.860, Lr .0.80k 6.0 ft DESIGN SUMMARY iMaxirniin, Bendig Stress Ratio = 0.981: 1 Maximum Shear Stress Ratià = 0.211,:,l Section used for this span 2-2x12 . Section used for this span 2-2x1 2 fb:Actual = •1,103.76psi tv: Actual = 47.43 psi. F13: Allowable = . i,12500 psi ' 'Fv : Allowable 225.00 psi Load Combination 404.r+H 'Load Combination e04.r+H Location of maximum onspan =' 6.000ft Location of maximum on span = 0.000fl Span # whOre maximum occurs = Span #1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward L+Lr+S Deflection 0.110 in Ratio 1310 Max Upward L+Lr+S Deflectio 0.000 in Ratio = . 0<360 Max Downward Total Deflection 0.221 in Ratio 652 ,Max Upward Total Deflection O.000. in Ratio 0 <240 ........ . - ...............-....- If O1tumt -; ions -• .-.-•..--.------'-- - *..-...-,' --I.--'............., ._.. - ,.. .......... ______ LoadCombinaon Span .Max.- Defl. Location in Span LOad Combination Max:+ DefI Location In Span 1 02208 6.044. ' 0.0000 0.000 VerUcal Rations Supportnotation Far left is#1 Values In KIPS Load Combination Support I Suppqrt2 1.110 1.110 . 'Overall MiNimum 0.330 0.330 +04+1 - 0.550 0.55d 0.550 0.550 40+Lr-'+l 1.110 1.110 +0*6.41 0.550 .0.550 -+0-0.750Lr0,750L-+H 0.970 0.970 *0*0.7501-*0.750S*+1 0.550 0.550 5.0 Lateral Design & Analysis Wind: P = A Kzt I S34 ASC7-Fo.l) Seismic: V = C%%'DL (IBc.rIIaIoTl 12 8-Il A:= 1.00 Si -- 1.128 S, 0.433 it 1.0 F= F= 1.6 PS30= 26.6 psf , R 2.00 I 1.00 I 1.0 ii 5-I) V= 0.277 * Vt * p (p - Redundancy) P 16.0 psI Criteria 1st Story Wind Loads Each Story Resists> 35% Rase Shear: satisfied P 16.0 psf x Trib Area Any Shear Wall w/ (M)>11.01 s < 33% Story. Force satisfied Roof Level P.= I Direction: N IS 16.0 psf x 1050 sq. 11. = 16758 lbs. Direction: E/ W = 16.0 psI x 1330 ft. = 2 sq. 1227 lbs. Roof Weight Roof Wt. = 12.0 psf x 3160 s4: ..ft. .920 lbs. Exterior ValI Wt 15.0 psf x 1130 sq. ft. = 16950 lbs. Interior \\'all Wt = 8.0 psf x 864 N4.& = 6912 lbs. Ceiling Wt = 6.0 psf x 1510 sq. ft. 9060 lbs. Total Irib. WR 70842 lbs. Total Seismic 'Dead Load: W1 70842 Ibs. ASD Base Shear; V 0.77 T' \V-- 1.9,658 lbs. Roof Diaphragm: N / S Direction F V Direction. V = 19658 lbs. V = lbs. A = 3160 sq. fil . = 3160 sq. ft f VIA = 6.22 psf f.. = V/A = 6.72 psf An j Palos Verdes Engineering Corporation JOB 2444-51'8 . •. Consulting Structural Engineers SHEET NO 110 .. . CALCULATED BY PS. DATE 10/2/14.. 663 Valley Avenue, Suite H101, Solana Beach, CA 92075 CHECK BY Telephone (858) 509-8505 -,Fax (858) 509-8515 SCALE . Palo's Verdes Engineering Corporation Consulting Structural Engineers 663 ValleyAvenue, Suite#101, Solana Beach, CA 92075 Telephone (858) 509-8505 - Fax (858)5,Q,9-8,315 JOB 24-14-518 SHEET NO: OF._________ CALCULATED BY PSC DATE 10/2/14 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont) Gridline (7') 16 % :ç 19658:x 0.16 =3145 #) 3145 lbs. . V = 36 ft. = 87 plf / \\ OTF = 795 lbs. . . . Wi NO HI) REQ.[) HD=,OTF-RF(0.6/2)[( 6 fti 9JL x 15 psi)+ 6 ft.x 3 ft.x 18 psi)] :FJD= 452 lbs. Gridline 2 % ( 19658 x 0.22 435. #) 4325 lbs. /\ v 24 ft. OTF = 1640 lbs.. . USE 4x4 wl HDU2 .HDOtF-RF=(0.6/2)[( 12'ft.x 9 PL .x. i5psf)+( 1.2 fLx.3 ft.x 18 psi)] HD= 954 lbs. Giidline 8 % ( 119658x 0.08 1.573 #) 1573 Abs. V OTF =. 4770 lbs . . USE 4x4 wl H.DU5 HD=OTF-RF=(0.6/2)[( ft.x PL x .15psi)+( 2,fl.x • ft.x Il8.psi)] HD--I 4668 lbs. dridline 17 . O ( 165 v.17 3342 #) 3342 lbs. v 12 ft. . . 278 OTF 2534 lbs.. . . USE 4x4 w/.HDU2 HD=OTF-RF=(06/2)[(12 f6c 9 PL x 15 <pst)±( 12 fix 3. •ft.x 18 psf)} HD= 184.8 lbs. Qtidline (T) 9 % ( 19658 x 0,09 = 1769 # ) 1769 lbs. V = 19 ft. = . A OTF = 847 lbs.. . . . wl NO HD REQD HDOTF-RF=(0.6/2)[( 7 fi.x .9 PL x •1 psf)+( 7 ft.x 9 ft.x 18 psi)] HD= .221 lbs: fl fl Pàlos Verdes Engineer.ing:C.orporation Consulting Structural Engineers U 663 Valley Avenue, Suite #101, SoianaBeach, CA 92075 Telephone (8581).50978505 -Fax (858) 509-8515 JOB 2444:518 SHEET NO 12- OF_________ CALCULATED BY PSC DATE 10/2/14 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) Gridline. () , 17 0/s. ( I658 ;x 0.17 = 3342 #) 3342 lbs. v 12 ft. = 278 plf A OTF = 2534 lbs. USE 4x4 '.J/ HDU2 ,HD '.OTF-RF(0.6/2)[C12fi;x 9PLx 15 ps)+( 12fLx2 ft.x 18 psi)] 1-10= 1913 lbs. Gridline It % ( 1'9659 x 0.11 2162 .#) 2162 lbs. /\ v = 24 A. = 90. plf OTF = 820 lbs. • . wl NO HD REQ'D HD=OTF-RF=.(0.612)[( 12ft.x. 9 PL x 1.5 ps+( 12.:1.x,3 ft.x 18 psI)] HD= 134 lbs.. - I ______ Palos Verdes. Engineering Corporation Consulting Structural Engineers - 663 Valley Avenue, Suite •# 101, Solana Beach, CA 92075 Telephone (858) 09-8505 - Fax (858) 509-8515 JOB 2444518 SHEET. NO )16 OF_________ CALCULATED BY PSC DATE 1012114 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis cont.) Gridline ( , 7 % ( 2122 007 1486 #) 1486 lbs. 10 ft. .149 plf . A OTF = 11352 lbs. USE 4x4 w/ HDU2 HD =OTFRF (0.612)[( 10 ft.x 9 PL x. 15 ps+( 10 ft.x 2 ft.x 18 psf] -H.D= 835 lbs. Giidline 11 % ( 21227x. 0.11. 2335 W ) 2335. lbs. v = .13 'ft. = 180 plfX(3. ') A OTF = JT lbs. . USE 4x4 w/ HDU2. HD OTF-kV (O;&2)[( 3 'ft.x 9 PL x IS ps+( .3 ft.x: ,2' ft.x 18 psf] HD= lbs. 't- 5 Gridline' () S % ( 21227 x O.08 = 1698 #) 1698 lbs. = 3 ft.. . = 566 OTF = 5151 lbs. USE 4x4 w/ HDU5 .HD OTF-RF(06i2)[( 2 ft.x: 9 .'IL > 15 psf+( 2 ftx 3 ft.x 18 psf)j HD= 5065 lbs. ridline ( 1.1 % ( 21227x '0.11 2335:) .2335 lbs. V 24 ft. = 97 plf A OTF = '885 lbs. . . . WI NO RD REQD HD=OTF-RF=(01612)[( S ftx 9 PL x 15 psf)±( 8 ft.x 3 fi;k 18 pf] I-TD= 428 lbs. Gridline '21 % 1( 21227x 0.21 = 4458 #) 4458 lbs. v = 28 ft. pl'f ' A OTF = 1449 lbs. USE 4x4 wf 4DU2 HDOTF-RF=(0.6/2)[( 6 ft.x 9 PL x 15psf+( 6'ft.x 2 ft.x 18 psO] HD= 1138. Abs. I Palos Verdes Engineering corporation Consulting Structural Engineers 663 Valley Avenue, Suite 11101, Solana Beath CA 92075 Telephone (858)509-8505 - Fax(858) 509-8515 JOB 24-14-518 SHEETNO OF__________ CALCULATED BY PSC DATE 10/2/14 CHECK BY DATE SCALE 5.1 Lateral Design & Analysis (cont.) Gridline 30 .% ( 21227x 0.30 .6368 #) 6368 lbs. v •= 16 ft. 398 'lf B 'OTF '= 3622 tbs. USE 4x4 wi HDU4 HDOTF-RF=(0.6/2)[( 4 ft.x 9 PL x 15 psf+(. .4. ft.x. 2 ft.x18 psf] HD 3415 tbs. Gridline (R) 12 % ( 21227 x 012 = 2.547 ) 2547 tbs. 12 ft. = 212 plf / A OTF = 1932 lbs. USE 4x4 w/ 1-IDU2 HD=OTF-RF.(0.6/2)[( 6 fLx 9 PL ,,.x 15 p+(. 6' .x '3 fc.x I'S ps] 'I-ID= 1589 tbs. 20 - •Vfl$J JUL41 24 24 16 9.! A B 0 2 1.5 0 0. 0 0 0 0 #DJ /0! 0 . 0 #D /0! 0 0 0 0 0 0 0 0 I Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Suite 1/101, Solana.Beach, CA 92075 Telephone (858)509-8505 -Fax. (858) 509-8515 JOB 24-14-518 SHEET NO It, OF_________ CALCULATED BY PSC DATE 10/2/14 :CHECK BY DATE SCALE 5.1 Lateral Desizn & Anátysis (.cont. dridline (TI'). , 50 .% ( 4788 x 00, 2394 •#) 2394 lbs. v = 20 ft. ' 120 plf ,/ \ OTF . = 1089 lbs. . . . .. w( NO HD REQD' HD=.OTF-RF=.(0.6/2)[( 20 ft.x 9 PL x 15 psf+( 20 ft:x •2 ft.x 18 psf')] HD 54 lbs. Gridline (') 50 % ( 4788 x 0.50 .2394 #) 2394 lbs. . /\ 16 ft. = 150 plf OTP = :1362 lbs; . . USE4x4. w/ 14DU2 HD=OTF-RF=(06/2)[( 6 ft.x 9PLx 15psf)-t-( .6 fl.x.2ftxi8'psf)] HD= 1051 lbs. ' V Palos Verdes Engineering Corporation Consulting Structural Engineers 663 Valley Avenue, Sute#1OI, SOlàna Beach, CA 92075 Telephone(858) 5098505 jak (858)509-8515 JOB 24-14-518 SHEET NO fl OF_________ CALCULATED BY PS DATE 10/2/14 CHECK BY DATE SCALE 'Si .LateralDesign & Analysis (cont.) Gridline (Ti') , 50 % ( 3511' x 0.50 1756 #) 1756 tbs. V = 24 ft. = 73 plf OTF = 665.7 tbs. wi NO HD REQ'DI HD=OTF-RF=(0.6/2)E( 24'ft.x 9 PL x 15 psf)+( .24fi.x 6 ftx 18 psO] •HD 4095. tbs. Gridline (') SO % ( 3511 x 0.50 = 1756 # ) 1756 lbs. V = 1:5 • ft. = .1170 plf • / PE P11W OTF = 1065.1 tbs. HD=OTF-RF=(0.6/2)[( 2 iLx 9 PL x 15 psOi-( 2 .ft;x 6 ft.;k 18 pf)} HD= 10541 lbs. I Palos Verdes Engineering Corporation 1d B. 24-14-518 Consulting Structural Engineers SHEET.NO OF________ .CALdtJLATED'BY PSG DATE ###### Rim 663 Valle yAvenue,Suite.1O1, SolanaBeach, CA.92075 CHECK BY . DATE Telephone(858) 509-8505 - Fax(858)509851:5: SCALE 63 PAD DESIGN PAD SIZE . . 1OAb P1 34" x 46:" 12 ""MK Pmax= .1500 * 10.86 W/ # @ l2"cEW P 16292 lbs P2 . . 3 "SQUARElTHK P.,1500 max * 2:5 2 WI 3 4 4 .EACHWAY P 9375 lbs • 36" SQUARE'x, :12 "TJ-JK 2max 1500 * • 2 W/ 4 4 4 EACH WAY Pmax =''I 30 lbs Palos Verdes Engineenng Project Title 603ValleyAve,4101 Eñgi'ñeer: Project ID: Solana Beach, CA 92075 Project Descr. • ., '•,'•• -' '': [ood Column - " 'IENER(LC iC 1983-2015 Bud61ll9 Ver6l51l9j • I- Ii.j.,ir.i.i.HJW'tYA i']I [e]ij'l i[tle1 I Descnption:. Out of Plane. Loading .. . 'jCode Refemnces 8 . Calculations per 2012 NDS IBC 2012 CBC 2013, ASCE 7-10 Load Combinations Used,:AS.CE7-10 . 'Genal in1orition ______ Analysis Method Allowable Stress Design Wood Section Name .2-24 End Fixities Top,&. Bottom Pinned WoodGradingIManuf: Graded Lumber - Overall Column Height 180 ft Wood Member Type Sawn (Used ibr ,wn-sle.ider .akulabSns) . . . Exact Width '3.0 in Allow. Stress Modification Factors Wood Species Douglas Fir- Larch . 'Exa6Dpth 5.50 in CforGv for Bending, 1.30 Wood Grade No-2 . . •• ... ,,Area, 16.50 n2 CrCvifórCompt1oii 1.10 Fb:-'Tension .900psi Fv , 18.0 psi. '41 :594inM' •C(orfor.Ténsion 1:30 Fb - Compr . 900ps1 Ft. 575 psi ly. 12.'375'i4 Cm': WtUse.Fac!or 1.0 Fc --Prll 1350 psi Density. 32.21 pcf ' pt,: Temperature Fadtor 1.0 Fc = Perp . 625 01 . . iiru : Flat Use Factor. 1.0 E.: Modulus* of Elasticity... x-x Bending y-y Bending ,Ail . . KfBuillup columns 1.0 J!D 13.2 Basic 1600 1600 1.600 ksi . UdCr.: Repetitive? No flo,i!b'OW ' Minimum . 589. 580 'Brace condition for deflection(buckling) along ckfmns (-X (width) axis: Fully braced against buckling along X-X Axis'. V-V (depth) axis:' Fully bra against buckling a!ong 'f-V Ad Applied Loads ' r Service loads entered Load Factors wilt be applied for calculations .Column self weight iñcluded :.66.433Ibs *.Dead Load Factor' ' AXIAL .LOADS... . . . Axial Load at 18.0 ft,D 0.10Lr=0.120 k .BENDING-LOADS.,.. ... . . . . Lat Uniform Load creating Mx x E =-0.0230, k/ft DESIGN SUMMARYS Bending & Shear Check 'Results . PASS Max P1xiaI+Bending Stress Ratio 0 2764 1 Maximum SERVICE Lateral Load Reactions Load Combination +040 70E-i-H Top along V V 0 2070 Ii Bottom along V V !0.2070 k Governing NDS Forumla Comp + Mxx NDS Eq 3'9'3 Top along XX 0 0 k Bottom along XX 0 0 k Location of max above base 9 060 fit Maximum SERVICE Load Lateral Deflections At maximum Iocation,values are..... . Along.Y-Y '0.8251 in al above base .9.060ft' Applied Axial . 01664.k for lOad combination*:. E:only; Applied Mx . 0.6520 k-ft -.- • ,. Aptié'dMy 0.0.k-ft •AlongX-X 0.0 In 'at 0.0,ft above base Fc: Allowable, . ••.. • :2,376.0 psi, for load combination n/a' .Other Faátors used to calculate alioviabie stresses. PASS Maximum Shear Stress Ratio = 0.04049 1 Bending Comresston Isii5i2n Load Combination 40+0 70EtH Cf or Cv Size based factors 060 1100 Locatiôriof rnax.aboe base 18.0 fi Applied DesigiShèar . . 13:173.ps . • '' . . • A!loIable Shear • " ' :288.0psi • ".' • . • • Load Combinatic Results - • • • , • • .. • Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Cornibinàtiön' CD ' C p Stress Ratio, Status Location Stress Ratio Status Location +D+H ;o.go '1.000 3.007547 PASS 0.0 R 0.0 PASS 1,8.0 ft +D+L+l-J 1,.600: 1,000 1006792 PASS 0 Oft 0 0 PASS 1,8.o ft • • 1250. 1.000 3:009352 'PASS 0.Oft 0.0 'PASS 18.0ft ' '.1.150 A. 000 3:005907 PASS 0.Oft 0.0 'PASS 18.0 ft +Di-0 750Lr-'-O 750L+H 1 250 1 000 3.008372 PASS 0 Oft 0 0 PASS 18 0 ft +040 750L40 750S+H 1.150 1.600. 3 005907 PASS 0 Oft 0.0 PASS 18.0 ft +D~0.60W+H ' ' • :1.600 '1.000 3.004245 PASS 0.oft , 0.0 PASS 18.0 ft +D+0.70E4H . '1.600 1.000 0.2764 PASS 9.060ft' 0.03049 PASS 18.0 ft +b+0:750Lr+0.750L+0.450W41 : '1.600 51.000 • ,006541' PASS • a.0 ft • • • O.0:' PASS 18.0 ft Palos Verdes Engineering ProjedTlUe: 603 Valtéy.Ave, #101 Engineer .'Project'ID: Solana Beach, CA 92075 Project 0escr'101 A 'Prd: 19 FEB20I5, 3:59PM - oumn - 00 it ' 'F!VjAHRO9~KkPC~NevMl4klJGCHU~~OICattivv?ting.Eqt. ' -k-' ENERCALC NC 19B 2015 8uik1615119 Ver6 15119 . -- 4 Description: Out of Plane Loading ,Load Combinati'n'Rsulls • . . . Maximuni Axiát-'Bèridinp Stress Ratios Maximum Shear Ratios Load Combination . C :D G p Stress Ratio ' Status Location 'Stress Ratio Status Location +0+0 750L+O 750S+0 450W-ill 1 600 1 000 1004245 PASS 0 Oft 0.01 PASS 18 0ff ~O.750L40.75OSsO.5250E+H 1.600 1.000 ' 0:2073. 'PASS .9.060ft 0.02287 PASS 18.0 ft +0:600+0.60W#O.60H 1.600' 1.000 D002547 PASS 0.oft 0.0 PASS -18.0 ft +0.60D4.70E+O.60H . 1.600 'lOOO 0.2763 PASS 9:060ft' p.03049 PASS 18.0ff 'Maximuni'Reactiohs.-' --L,' . . . NOte: Only non-zero reactions are. listed-, :X,A.yj Reaction Y-Y Axis Reaction Axial Reaction Load Combination . ,© Base .. '© Top . . . Base c Top @ Base. 0.166k 'D-L+H . .. . . . . . . ., . ti . b. . 0.166 k k 0.286 Ii '+0+S4H ....... . . Ii ' Ii 0.166k D+O.750Lr+0.750L~H k . k 0.256"k . . +04750L±0,750S+H . k. . . i. , 0.166 ti +F)+O.60W+H . . k k 0,166k .D+0.70E+H kI '0.145 0.145k 0.166k "iO-O,750Lr4,750[+0.50W+H . i<:. . . . 0.256k +DO.750L+O.750S+0.450W41 . ' k k 0.166 k +O+O.750L+0.750S+0,525OE4H 0.166k. 60D+0.60W'060H . k. k -0.100 k +0.60N0.70E+0.60H . . , .k 0.145 0.145k -0.100k D 06Y k' k 0.165k l.rOnly k 0.120 k, L Only k . k . k SOnly k. ' k k WQnly'' k ' K k E Only ' . . . . k 0207 '0:207k k HOnly k. k ' Mákimim Df1ecttons for Load Cnbinaboii t' Load Combination . . . -- ' 'Max, X-X Deflection' D'bnce Mac. V-V 0efle61ion .Distance .0tH ' ' ' 00000 in ' 0,000 ft , 0.000. in .0.000 ft +fJ+LH . 0.0000 in 0.000 ft 0.000 'in 0.0000 in Q09 ,Q00 'in 0.000.ft +D+Ss-H o;0000 in 0.000 11. , 0.000 in 0.000 ft -iJJ.0750LnJJ'750L+H 0.0000. in 0000 ft ' '0.000 in 0.000 fl .D.0.750L.0750S+H 0.0000 in 0.000 ii 0.000 'lfl: 0.000 if :D+0.60W+H. . ' 0,0000 in '0.000 ft. 0000 in. 0:000 ft .D+0 70E+l-1 0.0o00 in 0000 ft 0578 in 9.660 It +D.O,75OL4.70L,45OW+H , '.0.0000 in o:000 It 0.000 4n 0.000 'ft ..D+0.750L.0.750S..0.450W.-H 0.0000 in 0.000 ft 0.000 in 0,000 II ~D+0.750L+0.750S~0.5250E+H 0.0000 in ' 0.000 ft ' 0:433. in 9,060 ft +0.60D+O.65W0.60H 0:0000 in 0.000' ft. 0.000 in 0.000 ft *0.600+0.70E-i0.60R . ' '0.00"i'n 0.00011' ' 0,578 in 9.060 ft D Only 0:0060 in . 0.000 'ft 0,000 in 0.000 ft Lr Only 0,0000 in . 0.000 ft 0000 In 0.000 II LOnly 0.0000 'in' 0.000'.'ft'. 0.000 in 0.000 ft 's Only ' , ' .0.0000 1n 0.00011- ' 0.000 in :009 ft WOnly . ' ' 0.0000in " 0.UQ0ft 0.000 :in 0.000 11 E.Only' ' 0.0000" in 0.000:ft 0.825 in 9,060 W. HOnly 0.0000 in 0.000ft , ' 0:000 6 ' 0.000, CTu —1 Love plan proviecUor truss lacement only. Refer to truss alculation and engineering tructural drawings for all iii _______ ______ - = = = = = - = = = = = = = = = ______ m •W C) o rn irther. information. Building esigner/engineerofrecord > re responsible for all non D lding eer frecord to review and v 1 / pproeofalldesigns prior b#W6STNG 4 Plan: 1 Elev:A Name: By: T2 Drawn Checked By: FES i sed Dates: -- 00 0 Copyright Compulrus, Inc. I II This design prepared from computer input by BOB CARROLL UMBER SPECIFICATIONS TRUSS SPAN 20- 0.0" CB:2013/IB012 MAX MFIIEER FORCES 4WR/GDF/Cg=1.00 IC: 2x6 DF 02 WAD WRATIQ4 INCREASE = 1.25 2=) 0) 44 2- 3=)0) 1682 7- 3) 0) 270 B:: 2x4 DF #1&BTR SPADED 24.0' O.C. 3:(-1846) 0 7- 8=(0) 1676 7- 4=)-34) 47 WEBS: 2x4 DF STUD - 4=(-1682) 0 8- 5=(0) 1684 4- 8) 0) 267 LOADING 5=(-1848) 0 IC LATERAL SUPT <= 12°. 1fl4. IL) 20.0(+DL( 14.0) (84 TOP CHD = 34.0 PSI' 6=) O) 44 B: LATERAL SUPT <= 12°. 1fl4. DL (84 BOI'ItB4 CHORD = 10.0 PSI' TOTAL LOAD = 44.0 PSI' BEARING MAX VERT MAX WORE BAG REJIRED BAG AREA NOTE: 2x4 BRACING. AT 24°CC UIN. FOR LIMITED STORAGE DOES NOF APPLY WE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL, FLAT TOP CHORD AREAS NOT SHEATHED REQJIRO3ISNIS OF CEC 2013 NOr BEING MEF. 0'- 0.0" -12/ 1021V -33/ 33H 3.50" 1.63 DI' 1 625) - 20'- 0.0" -12/ 1021V 0/ OH 3.50" 1.63 DI' 1 625) B9I7r(84 CHORD CHI9D(ED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 25.7" 25.7" AND BOFTCF4 CHORD LIVE LOADS ROT NON-CtB:IJRRENTLY. [Height: 88.95 ml Connector plate prefix designators: VERTICAL CEFLECFI(84 LIlETS: LLL/240 TLL/180 C,Q4t,C18,0418 )or no prefix) = Catptifrrus, Inc MAX IL DEFL, = 0.007" 8 -2'- 0.9" Allowed = 0.214" M,M2UHS,M18MS,M].6 = MiTek Mr series MAX m CREEP DEFL = -0.010" 0 -2'- 0.9" Allowed = 0.286" MAX LL DEFL = -0.062" 9 121- 0.0" Allowed = 0.971" • MAX TL CREEP DEFL = -0.169" 9 12'- 0.0" Allowed = 1.294" - •. MAX IL DEFL = 0.007" 9 22'- 0.9" Allowed = 0.214" MAX TL CREEP DEFL = -0.010" 9 22'- 0.9" Allowed = 0.286" MAX HCP.IZ. IL DEFL = 0.018" 8 191- 8.5" MAX HCRIZ. TI DEFL = 0.041" 8 19'- 8.5" • Wind: 110 ttph, h15ft, TCDL8.4,B:DL6.0, RICE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, !44FRS)Dir), - load duration factor-1.6, - - Bottom chord at cantilevered end(s) not exposed to wind, - • Truss designed for wind loads - - in the plane of the truss only. • 8-00 - 4-00 s-)))) (Max CSI: 'rC:0.43 BC:0.42 Web:0.08( '1 • * 12' 1' - -7 12 4.00I°' ... - M-6x8 M-10x12 - 4.00 JI 'I 7-03-12 5-06-04 7-02 I. 2-00 20-00 2-00 JOB NAME: WATLING BEAU & ROSIE -.A Hi Scale: 0.3186 WARNINGS: GENERAL NOTES, unless otherwise noted: I. Builder and erection contractor should be advised of all General Notes I. This design is booed only upon the parameters show,, and Is for on individual Truss: A Hi and wamings before construction commences, building component. Applicability of design parameters and proper 2. 204 compression mob bracing most be installed where show,, incurpor000s of component is the responsibility of the building designer. temporary 3 Additionalt b to I stability do . 2. DesIgn assumes the tap and bottom chords to be laterally braced at DES . BY: LA is the responsibility of the erector. Additional permanent bracing of 2'o.c. and at Ill' O.C. respectively onions braced throughout their length by DATE: 1/5/2015 the overall structure is the responsibility of the building designer. ranft000us sheathing such as plywood sheallring(TC) and/or dryssall(BC). 3, 20 Impact bridging or lateral bracing required where shown * * SEQ. 6152623 4. No load should be applied lousy component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. TRANS I D : 415030 . fasteners are complete and at no time should any loads greater than design loads be applied to any component, 5. CompaTnas boo no central over and assumes no responsibility the 5. Design bosses lobe in assumes are used a non-corrosive environment. and are for dry condition' of ose. Design assumes toll bearing atoll supports shown. Shim or wedge if fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations sot forth by 8. Plates shall be located on both faces of hs,ss, and placed no their center TPIJWTCA in SCSI, copies of which will be famished upon request, lines coincide with joint center lives. I 9. DigIts indicate size at late in inches. MiTch USA, IncJCompuTrus Software 7.6.6(1 L)-E ill. For basic connector plate design values see ESR.I3t 1, ESR.f 988 (Mtteh) 7[f' -`Q ,66'8P4 •--\- \ * EXP.09130/2016: 10-00 5-04-14 1' 1' 12 - 4.00 This design prepared from computer input by BOB CARROLL . TRUSS SPAN 20'- 0.0" CB013/IBC2012 MAX NUMBER FORCES 4WR/GDF/Cq=l.00 LOAD DURATION flREASE = 1.25 1- 2=) 0) 44 2- 8=(0) 1718 3- 8=(-304) 55 SPACED 24.0" O.C. 2- 3=(-1889) 0 8- 9=(0) 1192 8- 4=) 0) 495 3- 4=(-1660) 0 9- 6=(0). 1718 4- 9=) 0) 495 LflDADTh03 . 4- 9=(-1660) 0 9- 5=(-304) 55 LI..) 20.0)-i-DL) 14.0) ON TOP CHORD = 34.0 2SF 5- 6)-1889( 0 DL OR BOrI4 CHORD = 10.0 2SF 6- 7=) 0) 44 TOFJ½L LORD = 44.0 2SF LIWETED STORAGE DOES NOT APPLY WE TO THE SPATIAL . BEARING MAX VERL MAX HOAR BRG REWIRED ERG AREA RE8JIRDEBlFS OF CRC 2013 NOT BEING MET. LOCATIONS REACLIChIS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -14/ 1021V -43/ 43H 3.50" 1.63 DL ) 625) B0rI'CF4 CHORD CHECKED FOR 10PSF LIVE LOAD. 802 20'- 0.0" -14/ 1021V 0/ OH 3.50" 1.63 DL ) 625) AND BOTTOM CHORD LIVE FORCE ACF HEfI-CXNJJRREWFLY. 87.51 ml Weight: VERTICAL DER'IECrIOR LThDTS: LLL/240, TLL/180 MX LI. DELL = 0.007" (I -2'- 0.9" Allowed = 0.214" MAX TL CREEP DELL = -0.010" 0 -2'- 0.9". Allowed = 0.286" MAX LI.. DELL = -0.045" 0 6- 11.2" Allowed = 0.971" MAX TL CREEP DELL = -0.125" 0 6- 11.2" Allowed.= 1.294" MAX LI. DELL = 0.007" 0 22'- 0.9" Allowed = 0.214" MAX TL CREEP DELL = -0.010" 0 22'- 0.9" Allowed = 0.286" MAX HORIZ. LL DELL = 0.018" 0 19'- 8.5" MAX HORIZ. TL CELL = 0.038"1@ 19'- 8.5" Wind: 110 oph, h=15ft, TCDL=8.4,BCDIF6.0, ASCE 7-10; (All Heights), Enclosed, Cat.2, Exp.C, l'SfFRS)Dir), load duration factor--l.6, Bottom chord at cantilevered end(s) not exposed to wind, 1000 Truss designed for wind loads . in the plane of the truss only. 4-07-02 4-07-02 5-04-14 (Max CR1: TC:0.17 BC:0.38 Web:0.15) 12 . M-4x6 4. 00 . . . DII LUMBER SPECIFICATIONS IC: 2x6DF02 BC: 2.'<4 DL #1&BTR WEBS: 2x4 DF STUD IC LATERAL SUPPORT <= 12"0. Ifl4. BC LATERAL SUPPORT <= 12O. Ifl. OVERHANGS: 25.7" 25.7" Connector plate prefix designators C,a1 C18,0418 (or no prefixY = CatpuTrus, Inc M,IQôHS,Ml8HS,Ml6 = MiTek ML series 6-11-04 6-01-08 2-00 20-00- JOB NAME: WATLING BEAU & ROSIE - A CD 6-11-04 . 2-00 S Scale: 0.2798 - WARNINGS: " . GENERAL NOTES, unless otherwise noted: I. Builder and erection contractor should be advised of oil General Notes I. This design is hosed only upon the parameters shown and Is for on individual Truss: A and Warnings before construction commences, building component. Applicability of design parameters and proper 2. 204 compression web braving must be Installed where shown +. incorporation of component Is the responsibility of the building designer, DES. BY: LA 3 AdditionalIe r bracing I I stability s const ructi on . Patsy o ng y g 2. Design assumes the top and bottom chards lobe laterally braced 01 Z 0.0. and tO' braced throughout their length by at 0.0. respectively unless . Is the responsibility of the erector. Additional permanent braving of continuous sheathing such as plywood sheathlng(TC) and/or drl4sOt(BC). DATE: 1/5/2015 the overall structure Is the responsibility at the building designer. 3. 20 Impact bridging or Iotemt braving required where shown * * SEQ.6152624 4. Na loud should be applied to any component unfit after all braving and 4. Installation 01 truss Is the responsibility of the respective contractor. TRAN S I D 4 1 5030 . . fasteners are complete and 0100 time should any loads greater than design toads be applied to any component 5. Compulros has no control over and assumes no responsibility to, the Design assumes houses are lobe used in a non-corrosive envIronment and are for dry condifian 01 use. Design assumes tolt bearing at an supports shown. shim or wedge It fabrication, handling, shipment and installation of components. necessary i. Design osumes adequate drainage is rootded. 6. This design Is furnished subject 10 the limitations set forth by g, Plales shot be located on bath faces of boss, and placed so their center TPIjWTCA in BCSI, copies of which will be famished upon request lines coincide with joint center lines. I 111111111 IN 9. Digits indicate size of plate in Inches. MITeIc USA, lnc./CompuTrus Software 7.6.6(1 L)-E If. Forbasic connector plate design noises see ESR-t 311, ESR-1988 (MiTch) i - 0166864 I. *\ EXP.-0913012016 CumpWus Inc TRUSSES AS 1 SPACED Custom Software Engineering Manufacturing NAIL TRUSS TO SPACER BLOCK - - -WITH 2-16d NAILS - - PARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE. 3-16d NAILS THROUGH SPACER BLOCKINTO A TOP PLATE DOUBLE TOP PTE -F A - 2-16d NAILS INTO TOENAIL 2-16d NAILS EAVE BLOCK INTO EAVE BLOCK - - SEC11ON A-A STUDS SPACED AS REQUIRED 41 • __4 ALTERNATE EXTERIOR WALL EAVE BLOCK WITH 2-16d NAILS EAVE BLOCK WTTH 2-1 PARALLEL ONE END, 2-16d NAILS ARALLEL ONE END , TOENAIL ED OPPOSITI TOENAILED OPPOSITE END. SEENAJLING REQUIREMENTS SPACER BLOCK WiTH - - - FOR SIMPSON H2.5 CONNECTOR 3 lEd NAILS INTO - OP PLATES PPL FILE NO: BLOCKING DETAILS DATE: 07/23108 REF: 25,15-1 DES: SC IBC 2009/CBC2O1O SEC: S151507 NON-BEARING PARTITION PERPENDICULAR TO compurc-us,kic.-• TRUSS - Custom Software Engineering Manufacturing A EQUAL WITH 1-16dNAJL OR A U U SECON EQU 2x4 BLOCK SPACED 24 oc TYPICAL -II 2x4 BLOCK-ATTACHED Wm-I2-16d I 1 S I B NAILS AT EACH END BOTTOM CHORD B TRUSS U U U SECTION B B NON-BEARING PARTITION PARALLEL To TRUSSES TRUSSES SPACED AS ®NAIL TRUSS TO BLOCK (DNAJL SPACER SPACERBLOCK (D BLOCKTOTRUSS 3-16d TYPICAL- SET NEXT G BACK NAIL AFTER AZL EO TRUSSAND TRUSSES ARE ERECTED A + PLATE SECTION C C * / - C E)ERIOR WALL ICC-ES Evaluation Report F ESR-1311 Reissued June 1, 2011 This report is subject to renewal in two yea. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND * 3.2 MiTek® M-20 and Mu 20: COMPOSITES ' Model M-20 and Model MII 20 metal truss connector plates Section: 06 17 53--Shop-Fabricated Wood Trusses are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, REPORT HOLDER: ' with a G60 galvanization coating [0.0005 inch thickness on MITEK INDUSTRIES, INC. . 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 www.mii.com .:. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mu 16, M- 20, Mil 20, M-20 HS, MII 20 HS, and MT20HSrm 1.0 EVALUATION SCOPE Compliance with the following codes: F each side (0.013 mm)] and having a base-metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1- inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced .0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its noint. See Fioure I of this renort for details. 2006 International Building Code' (113C) . . 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS: 2006 International Residential Code® (iRC) Models M-20 HS, MII 20 HS, and MT20HSTM metal truss 1997 Uniform Building CodeTM (UBC) .. . ' connector plates are manufactured from minimum No. 20. Property evaluated: . . . - gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 . Structural Grade 60, high-strength, low-alloy steel with improved . formability (HSLAS-F), with a G60 galvanization coating 2.0 USES F [0.0005 inch thickness on each side (0.013 mm)] and MiTek® metal truss connector plates are used as joint .having a base-metal thickness of 0.0346 inch (0.88 mm). connector components of light wood frame trusses.' Repeating 3/4-inch-b-1-inch (19 mm by 25.4 mm) modules - 3.0 DESCRIPTION . of teeth are stamped out and formed at right angles to the . 3.1 MiTek0 M-16 and MlI16: face of the parent metal. Each module has three slots, 0.45 • inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, Model M-16 and Model Mil 16 metal truss connector plates fabricated by punching two teeth out of each slot area, and are manufactured from minimum No 16 gage [0.0575 inch - resulting in each module having six teeth. Each module is total thickness (1.46 mm)], ASTM A 653 SS, Grade 40 . separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel, with a G60 galvanization coating [0.0005 inch steel. The transverse centerlines of adjacent slots are . thickness on each side (0.013 mm)] and having a base- • staggered 0.15 inch (3.8 mm) in the longitudinal direction. metal thièkness of 0.0565 inch (1.44 mm). Slots 0.54 inch Longitudinal centerlines of slots are spaced 0.25 inch (6.4 (13.7 mm) in length are punched along the perpendicular mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at axis of the plates. The metal displaced by the slot is lanced . each end. Each tooth is additionally shaped, twisting an and formed into two opposing teeth, protruding at right approximate 22 degrees to its point. See Figure 1 of this angles from the flat plate. Each tooth is diagonally cut, report for details. thereby forming a sharp point. The teeth are additionally 4.0 DESIGN AND INSTALLATION- shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 4.1 General: mm) long, and there are 4.8 teeth per square inch (0.0074 All truss plates are pressed into the wood for the full depth teeth per square millimeter) of plate area. Plates are of their teeth by hydraulic-platen embedment presses, available in 1-inch. (25.4 mm) width increments,, up to 12 multiple roller presses that use partial embedment followed inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) by full-embedment rollers, or combinations of partial multiples. See Figure 1 of this report for details. . embedment roller presses and hydraulic-platen presses ]CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. . copyright ©2o11 r • ' • . - . , . ., .... . . ........,.. .. . Page lofs 4- ESR-1311 I Most Widely Accepted and Trusted that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSIITPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates has not been evaluated. 5.0 CONDITIONS OF USE S The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering 'drawings and the applicable code. Page 2 of 5 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using Milek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be ,graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture .content exceeds 19 percent. Allowable values shown in the tables of th,is report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.6 Metal' 'truss' 'connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 5.6 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED , .6.1 Data in accordance with' the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIITPI 1-2002. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION S The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1 311). ESR-1 311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMENT (lb/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir-larch . 0.5 176 121 137 126 Hem-fir 0.43 i19 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-2O and MII2O Douglas fir-larch 0.5 220 195 180 190 Hem-fir 0.43 185 148 129 145 Spruce-pine-fir 0.42 - 197 144 143 137 Southern pine 0.55 249 190 184 200 - M-20 HS, MII 20 HS and MT20HS Douglas fir-larch 0.5 165 146 135 143 Hem-fir 0.43 139 111 ....97 109 Spruce-pine-fir 0.42 . 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in2 = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load - AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load. 3A11 truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. - TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION - M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds! inch/Pair of Connector Plates Efficiency . Pounds! inch/Pair of Connector Plates Efficiency . Pounds! inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)2 Tension © 0.. . . - 0.70 . . .2012 0.50 880 0.59 - 1505 Tension @90' • 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e) 1] Maximum Net Section Occurs over the Joint3 Tension © 0" 0.68 1945 0.62 1091 0.67 1716 Tension © 90- - . . 0.30 849 0.48 841 0.52 1321 Shear Values . Shear © 0' • 0.54 1041 0.49 . 574 0.43 761 Shea r@30•• 0.61 - 1173 0.63 738 . 0.61 1085 Shear @60•' 0.73 1402 0.79 936 . 0.67 . 1184 Shear © 90" 0.55 1055 . 0.55 645 0.45 792 Shear © 120" .0.48 914 0.42 490 0.34 608 Shear@ 150" .0.35 672 0.46 544 . 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage; or 0.0575 inch (1.461 mm) for 16 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 4.3.6 of ANSI/TPI. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. . ESR-1 311 I Most Widely Accepted and Trusted Page 4 of 5 O30 G.160 027° - 8.4 mm 4V1 mm, i0&n H 0 0 uuU n n n n UU1flE1 • E.. EIEiI.9fl •- I DUEIEIJElEJflflU V V •i-U U -U flU . VDTH M-161 M1116 0125° 025O° 0125° - • .365 12 mm 6A mm 3.2 mm if tiff 9.3mm V •.•: V V, Don D, ~D0000 V VV LUUIih]U V V • VV ri ri ri V • V • M-20, M1120 V V . FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) V • . . •- . . . - • - ICC-ES Evaluation Report : , - .' ESR.1988 ' Reissued December 1, 2010 This report is subject to re-examination in two years. www.icc-es.orcl I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 0600 00-WOOD, PLASTICS AND ' 3.2 MiTek® MT18HS: COMPOSITES Model MT18HSTM metal truss connector plates are Section 06 17 53-Shop-Fabricated Wood Trusses manufactured from minimum Na. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653, Grade 60, - . REPORT HOLDER: high-strength, low-alloy steel (HSLAS) with a G60 galvanization coating [0.0005 inch thickness on each side . '' MITEK INDUSTRIES, INC. " (0.013 mm)] and having a base-metal thickness of 0.0456 14515 NORTH OUTER FORTY, SUITE 300 inch (1.16 mm). The plate has teeth inch (9.5 mm) long, CHESTERFIELD, MISSOURI 63017 punched in pairs formed at right angles to the face of the www.mii.com . parent metal so that two teeth per hole occur along the length. The spacing along the. longitudinal direction of each EVALUATION SUBJECT: punched slot is 1 inch (25.4 mm) on center. The transverse MiTek® TRUSS CONNECTOR PLATES: 1L18, MTIB, -centerlines of adjacent slots are staggered P0.10 inch (2.54 mm). The distance between longitudinal centerlines MT18HS, M18SHS, TL20 and MT20 of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are 1.0 EVALUATION SCOPE . . available in 1/2-inch (12.7 mm) width increments, up to Compliance with the following codes: . 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) •2009 International Building Code® (2009 IBC) multiples. See Figure 1 for details., •2009 International Residential Code® (2009 lRC) 3.3 MiTek® M18SHS: - •2006 International Building Code® (2006 1 BC) ., ' Model M18SHSTM metal truss connector plates are •2006 International Residential Co (2006 IRC) manufactured from minimum No. 18 gage [0.0466-inchde® , (1.18 mm) total thickness], hot-dipped galvanized steel that •1997 Uniform Building Code (UBC) •. .. . meets the requirements of ASTM A 653 SS, Grade 80 Property evaluated: - . . steel, with a G60 galvanization coating [0.0005 inch .. thickness on each side (0.013 mm)] and having a base Structural . . . metal thickness of 0.0456 inch (1.16 mm). The plates have 2.0 USES' . * " - 3/8-inch-long (9.5 mm) teeth, punched in pairs formed at MiTek® metal truss connector plates are used as joint ' right angles to the face of the parent 'metal so that two connector components of light wood-frame trusses. teeth per hole occur along the-length. The spacing along - the longitudinal direction of each punched slot is 1 inch 3.0 DESCRIPTION ' ' . . (25.4 mm) on center. The transverse centerlines of 3.1 ' Milek® TLI8 and MTI8: adjacent slots are staggered 0.10 inch (2.54 mm). The Models TL18 and MT18 metal truss connector plates are distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 manufactured from minimum No. 18 gage [0.0466 inch ', mm 2) of surface area. Plates are available in 1/2-inch-width total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 (12.7 mm) increments, up to 12 inches (304.8 mm), and steel, with a G60 galvanization coating [0.0005 inch , . lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for thickness on each side (0.013 mm)] and having a ' -details. base-metal thickness of 0.0456 inch (1.16 mm). The plates 3.4 MiTek® TL20 and MT20: have teeth /8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two , Models TL20 and MT20TM metal truss connector plates are teeth per hole occur along the length. The spacing along . manufactured from .minimum No: 20 gage [0.0356 inch the longitudinal direction of each punched slot is 1 inch total thickness (0.9 mm)]; ASTM A 653 SS, Grade 40 steel, (25.4 mm) on center. The transverse centerlines Of with a G60 galvanization coating [0.0005 inch thickness on adjacent slats are staggered 0.10 inch (2.54 mm). The each side (0.013 mm)] and having a base-metal thickness distance between longitudinal centerlines of the slots is of 0.0346 inch (0.88 mm). The plates have teeth /8 inch 0.25 inch (6.35 mm). There are eight teeth per square inch (9.5 mm) long, punched in pairs formed at right angles to (645 mm2) of surface area. Plates are available in 1/2-inch the face of the parent metal so that two teeth per hole (12.7 mm) width increments, up to 12 inches (304.8 mm), occur along the length. The spacing along the longitudinal and lengthwise in 1-inch (25.4 mm)multiples. See Figure 1 direction of each punched slot is 1 inch (25.4 mm) on for details. . ', ' , . center. The transverse centerlines of adjacent slots are ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any 'other attributes not specifically addressed, nor are they to be construed as an endorsement of the subjet of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report., ' . . qu Copyright © 2011 Page 1 of 3 ESR-1 988 Most Widely Accepted and Trusted Page 2 of 3 staggered 0.10. inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm 2) of surface area: Plates are available in 1/2-inch width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1-inch (25.4 mm) multiples. See Figure 1 for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, or combinations of partial embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute's Quality Criteria for Metal Plate Connected Wood Trusses, shown as Section 4 in ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 4.2 Allowable Design Values: Allowable design values, for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation reports and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building •permit, using these truss plate connectors, must be accompanied by documentation showing that the design, manufacture, and proposed installation conform with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering drawings and the applicable code. 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance ratios) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4.5 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant- treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must be installed in pairs on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 1. 5.8 MiTek® metal truss connector plates are manufactured in St. Charles, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIITPI 1- 2007. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the MT20TM plate is embossed 'MT20"). Additionally, boxes containing the connector plates must be labeled with the Milek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1 988). TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC-PLATEN EMBEDMEN13 (Iblin2/PLATE) LUMBER SPECIES SG I AA I EA I AE EE TLI8, MTI8, MT18HS, M18SHS, TL20 and MT20ThI Douglas fir-larch 0.49 248 203 170 171 Hem-fir 0.43 188 159 133 141 Spruce-pine-fir 0.42 206 162 125 122 Southern pine 0.55 244 192 171 178 For SI: l lb/in 2 = 6.9 kPa. NOTES: 'Tooth-holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load. , EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. - EE = Plate perpendicular to load, wood grain perpendicular to load. 3All truss plates are pressed into the wood for the full depth of their teeth by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full-embedment rollers, orcombinations of partial-embedment roller presses and hydraulic-platen presses that feed trusses into a stationary finish roller press. ESR-1 988 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES' PROPERTY FORCE DIRECTION , - TLI8 AND MTI8 MT18HSTm M18SHSTm TL20 AND MT20 Efficiency Pounds! inch/Pair of Connector Plates Efficien7 nch !' of or Efficiency Poundsl inch/Pair of Connector Plates Efficiency Pounds! Inch/Pair of Connector Plates Tension values in accordance with Section .4.4.2 of TPI-1 (Minimum Net Section 'over the joint)2 Tension ©0•• 0.5 1149 0.48 1596 0.52 ' 2247 0.49 857 Tension © 90•• 0.52 1208 0.5 1671 0.53 2292 [ 0.49 854 Tension values in accordance with TPI-1 with a deviation [see Section 5.4.9 (e) 1] (Maximum Net Section Occurs over the joint) Tension © 0•• 0.59 1349 0.59 1975 ' 0.6 2586 0.59 1035 Tension © 90 0.53 1214 0.51 1727 0.54 2341 0.49 861 Shear Values ___________ Shear@ 0•• 0.56 . . 874 0.55 1099 0.53 1363 0.51 604 Shear@ 30•• 0.66 1023 0.57 1153 0.57 1482 0.74 876 Shear ©6Q•• 0.83 ' 1283 0.74 .1492 ' 0.7 1805 0.82 970 Shear@ 90•• 0.49 ' 757 0.52 1052 0.39 1012 0.58 686 Shear@ 120•• 0.39 608 0.4 802 0.41 1073 0.42 498 Shear@ 150•• 0.45 702 0.37 . 745 0.33 868 ' 0.5 592 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: ' 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20 gage, or 0.0466 inch (1.184 mm) for 18 gage in accordance with Section 4.3.4 of ANSI/TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm) total for both sides in accordance with Section 4.3.6 of ANSl/TPl 1. 2Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. - 3Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. 0.125" 0.250' 0.125" 0.375" 3.2 mm 6.4 mm 3.2 mm 9.5 mm uI1iiIIIuPijEItiI1 U0UEIEIEI11 : E ' kn UDUEJU,E1iIIEItiEI LO Lan-u Duanuffihl WDTH MT18, TLI8, MTI8HS, - MI8SHS, MT20, TL20 FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (inches) (1 inch = 25.4 mm) -- ri Block Plate © Raised Heel //ornPLius Inc. 2x4 M-3x6 A2x6 M-3x8 M3x5 - Custom Software Engineering Manufacturing M-3x10ng Extensions must be supported every 4-0-0 - Plate Pitch 2.823.00 M-3x8 M-3x5 M-3x8 3.00-4.50 M-3x8 M-3x5 M-3x8 4.50-6.00 rM-3x6 M-3x5 M-3x8 max. Extensions may be plated asshown for additional length. Use M-3x8 plate for 2x4 -f-- - lumber, M-5x8 for 2x6. - - 15 - 12 2 82 6 00" \\_) n. 18 mm Deflection Criteria: FCantilever Live Load = U240 Dead Load = L/1130 Varies with pitch -3x4 § - Shim all supports solid to bearing 2x4, 2 x6, 2 x8, 2 x1 0 block FL grade Refer to Max Setback R=347#max. W=1.5"min. 1 over 2 supports 10 R=694#max. W=1.5'min. Lumber Grades TC LLIDL Max Setback TC LL/DL Sk SPF1650F(1.5E) 2017=27# 8-8-0 2014=34#O4 !*88-e4t-bOac SPF2100F(1.8E) 2017=27# *810 20114=34# Note Max Setback is from inside of bearings. FILE NO: Hip Rafter-2x6(1 .25) . .. DATE: 07/01/09 Note: Conventional framing is not the responsibility of the truss designer, SEQ: 2787668 plate manufacturer nor the truss fabricator. Framers erecting trusses are cautioned to seek the advice of a local, professional IBC 2009/C BC 2010 engineer regarding conventional framing. OmpUTrU I. f B FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. COMMONTRUSS RIDGE A poMMoNTRuss-y11 --------- - j J RAPED BLOCK EXTENDED END JACK I *S—ETBACK FROM E ON ENGINEERING SI-IAPED BLOCK - EXNDEDTOPCHORDSECTION TE ______ #4 HIP RAFTER #3 _ ..rii - #1 HIPGIRDERTRUSS_ - EXTENDED END - END JACK BOTTOM CHORDS SETBACK FROM END WALLAS SPECIFIED - ON ENGINE RMU, TRUSS - - COMMON ..I 2x4 Vertical at _______ HIP TRUSS - See Engineereing for Det its - * 2x4 LATERAL BRACING AS SECTION A-A '- SPECIFIED ON ENGINEERING Warnings & General Notes WARNINGS: - Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2x4 compression web bracing must be installed where shown +. Additional temporary bracing to insure stability during construction is the responsibility of the erector.- Additional permanent bracing of the overall structure is the responsibility of the building designer. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. Compulrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 2x Impact bridging or lateral bracing required where shown + +. Installation of truss is the responsibility of the respective contractor. Design assumes trusses are to be used in a non-corrosive environment, and are for,"dry condition" of use. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Design assumes adequate drainage is provided. Plates shall be located on bOth faces of truss, and placed so their center lines coincide with joint center lines. Digits indicate size of plate in inches. For basic connector plate, design values see ESR-1311, ESR-1988(MiTek). No 0806- ;EX P zic, [IMPUTP U.S., Inc Custom Software Engineering Manufacturing 2x4 Post attached to each truss panel point and over head purlin with 2-16d nails. 2x4 No.1 Hem-Fir or No.2 Doug. Fir purlin at 4'0 ac. 2x4 No.1 Hem-Fir or No.2 Doug. Fir stiffener attach to post with 3- 16d nails. Hip Truss No.1 setback from end wall as noted on truss design. Extended end jack top chord (typical). Common truss. Hip Corner Rafter. 2x4 Continuous lateral bracing. J) Extended bottom chord. 25,15-1 Section Setback L Hip Truss at 24 o.c.(Typical) M-14 AT VERTICALS. UON. 12-0" FILE NO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009 / CBC 2010 SEQ: , 5482635 Hip #2 ForTruss Details not shown see appropriate CompuTrus design. Note: Flat over framing material to be equal or better in size and grade of flat portion of structural member. - S Z:2~t ~Ilm P ~Umr U ~S , n I: ~ .. Custom Software Engineering Manufacturing +Install 2X4 bracing at flat top chord areas at 2-0" o.c. unless otherwise noted M-1x3AT VERTICALS. UON. 16-0" TYPICAL HIP OVERFRAMING DETAIL FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009/ CBC 2010 SEQ: S5480564 :impiJTrus Inc Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8-OAT HIP NO: 1 WITH CEILING LOAD OF lOpsf RCE. 54071., GE 2704. MSD\md - L - -. EAST-COUNTY SOIL CONSULTATION AND.. ENGTh EkING, INC. 10925 Wj•TLEYR0AD, SUITE "I" SANrEE, CALIFORNIA •92071 (619)258-7901 Fax.258-7902 Beáu.& Rosie Watling December 4.2014 1519 Chestnut Avenue Project No. 14-11.06G5 Carlsbad, California 92008 Subject: Limited. Geotechnical Investigation Proposed Residential lr.próvemenxs 1519 Chestnut Avenue Carlsbad, California 92008 - Dear Mr. & Mrs. Watliñgt In. accordance with your , request, we: have. peffored.-.a limited geotechnical investigation at the subject site to discuss the geotechmcal aspects of the project and provide recommendations for the proposed resideritial.imprôvements. - Our mvestigation has found that the proposed building pads are underlain by an approximately one to two-foot layer of topsoil! slopewash over dense terrace deposits to the explored depth of 6 feet. It is our opinion that the proposed residential improvements are geotechnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with.±egard to the. contents of this report, please.do not hesitate to contact our office. . . Respectful) submitted, ,. . . BE14 U & ROSIE WATLINGI CHESTNUT A VENUE PROJECT NO. I4-1106G5 TABLE OF CONTENTS INTRODUCTION........... . ............................................................................... ........................... ........................ 3 SCOPEOF SERVICES ............... ............................. ............... ..................................................... .................. ...3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION .......................................... ................................ 3 FIELD INVESTIGATION AND LABORATORY TESTING ...................................................................... ..4 GEOLOGY................................ . ................... .. ......................... .............................. . ........ ...................................... 4 GeolpgicSetting....................................................................................................................................4 SiteStratigraphy ........... . ........................................................ ................ . ............... ................................. 4 SEISMICJTY.....................................................................................................................................................5 Regional Seismicity 5 Seismic Analysis..............................................5 2013 CBC Seismic Design Criteria..............................................................................6 Geologic Hazard Assessment ... ............... .................6 GEOTECHNICAL'EVALUATION .... .... ........ .. ................................................................................. . .... . .............. 7 Compressible Soils 7 Expanive:Soi1s............................................................................................... ....... ......... .......................... 7 Groundwater... ............................................... ........................ ........... . ................................................... ......7 CONCLUSIONS AND RECOMMENDATIONS ......................... . .................. ....... .............. .. ............................ 8 GRADING AND EARTHWORK 8 ClearingandGrubbing......................................................................................................................... Structural improvement of Soils ................................... ............................................ .....I................... Transitions Between Cut and Fill 9 Method and Criteria of Compaction 9 Erosion Control ... .............. . 9 Standáth Grading Guidelines.......... ....... ...............................................................•.•...............9 FOUNDATIONS AND SLABS ........................•.•...................................., ..............10 SETTLEMENT................................ ... . ...10 .................. .............................. ....................... .........I..... ......... .................. PRESATURATION OF SLAB SUBORADE 11 TEMPORARY SLOPES II TRENCHBACKFILL .................. ......... ............................................. . ..................................... . ......................... 11 DRAINAGE.............................. ......... . ......................... ....................... ................... . ........................................ 11 FOUNDATION PLAN REVIEW .................... ........................ .. ............... ..................... .................................. .......11 LIMITATIONS OF INVESTIGATION 12 ADDITIONAL SERVICES 12 PLATES Plate:l'-.Location.ofEkpioratoiy Brebole& Plate 2 - Summary Sheet .(Exploratoiy Borehole Logs) Plate :3 - TJSCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS 14 REFERENCES..................................................................................................................................................15 1 BEAU &.ROSIE WATLiNG!CHESTNUTAVENUEPROJECTNO. 14-1106G5. INTRODUCTION This is to present the findings and conclusions of a limited geotechnicai investigation for the proposed residential improvements to be located at 1519 Chestnut Avenue, in the City of Carlsbad, California. The objectives of the investigation were to evaluate the existing soils conditions.. :ar.d provide recommendations for the proposed improvements. SCOPE OF SERVIcES The following services were provided, during this investigation: Site teconnalssa±ice' and review of published geologic, seismOlogical andgeotechnica1 reports and maps .pertinent to the project area Subsurface exploration consisting of three (3) boreholes within the limits .ofjthe propqsedareas of improvements The boreholes were logged by our Staff Geologist Collection of representative soil samples at selected depths The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis Laboratory testing of samples, representative Of the .qs.'óf :sOils..encountered durir,g'thefeld investigation .. . .. . C) Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusiOns and recommendations . . .. '. Production of this report, which surnmanzes the results of the'.above analysis and presents our findings and recommendations for the proposed improvements SITE DESCRIPTION .ADPRPOSED"cONSTRtCTION The subject. site is a rectiinguW shápd residential 'lot located on the south side of Chestnut Avenue, in the City of Carlsbad, California. The property which encompasses an area of approximately 23,900 square feet is occupied with a one-story house with a detached garage The site slopes gently to the south Vegetatiii.on consisted of grass, shrub and trees Site boundanes include Chestnut Avenue to the north and similar residential developments to the rethaining directions. .' ..... . . The site. plan...prepare&by Brooks. Design .Qf, . lbad,.COrnia'. .indicats 'that- the existing detached garage will be demolished and replaced by a room addition to the existing house along with some interior remodel Also, a new detached garage will be constructed m the southwest corner of the parcel The new structures will be one-story, wood-framed and founded on continuous.an'd/orspreadfb6fingswi slab-on-grade floOrs. 3 -s BEAU & ROSIE WA TLING/ CHESTNUTA VENUE PROJECT NO 14-1106G5 FIELD INVESTIGATION AND LABORATORY TESTING On November 20, 2014, three (3) boreholes were excavated to a maximum depth of .6 feet below existing grade with a hand auger The approximate locations of the boreholes are shown on the attached Plate No 1, entitled "Location of Exp1oratory Boreholes" A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No 2 entitled "Summary Sheet" The soils were visually and texturally classified according to the filed identification procedures set forth on the attached Plate No. 3 entitled "USGS Soil Classification". Following the field exploration, laboratory testing WØ$ performed to evà1ulx• he pertinent engineering properties of the foundation materials The laboratory-testing program included moisture and density, particle size analysis and expansion index tests These tests were performed in general accordance with ASTM standards and other accepted methods Page.1-1 and Plate No 2 provide a summary of the laboratory test reults. - GEOLOGY Geologic Setting The subject site is located within the southern portion of what is known as the Penmsuar Ranges Geomorphic Province of California. The geologic map pertaining to the area (Reference No 7) indicates that the site is underlain by Pleistocene terrace deposits (Qt) SiWIStratizraphy - The subsurface descriptions provided are rnteipreted from conditions exposed during the field investigation and/or inferred from the geologic literature Detailed descriptions of the subsurface materials encountered during the field mvestigation are presented on the exploration logs provided on Plate No 2 The following paragraphs provide general descriptions of the encountered soil types Topsoil Topsoil is the surficial soil material that mantles the ground, usually containing roots and other orgamc materials, which supports vegetation Topsoil was observed in the boreholes with a thickness of approximately 6 to 12 inches.'.It consisted of dark brown, silty sand that was dry to moist, loose and porous in consistency with some organics (roots and rootlets) Slopewash (Osw) Slopewash was encountered below the topsoil in Borehole No I with a thickness of approximately 12 inches: The mater consistedof reddish brown siltysandThat wasióist•an4loose inconsistency. 4 BEA U& ROSIE WATLINGI CHESThTUTA.VEWUE PROJECTNQ 14-1106G5 Terrace. Deposits (Ot) Terrace deposits were found below. the tppsoil and slopewash layers. They generaiiy consisted of reddish brown, silty sand and clayey, sand that were moist and medium dense to dense in consistency. Well indurated sandstone was encountered approximately One to two feet below existing grade. SEISM1CIIY . '.. . Regionai.:Seismicitv . . . Generally, Seismicity within California can be attributed to the regional tectonic movement taking place along the San Andreas Fault Zone, which mcludes the San Andreas Fault and most parallel and subparallel faults within the state The portion of southern California where the subject site is located is considered..seismically active Seismic hazards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile According to the Fault-Rupture Hazard Zones Act of 1994 (revised Aiquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i e, Holocene tune) "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 to 16,000 years old SalsmicAna•Iysis.. . . . Ba$d on our.evaluation, .thlosest.iciiown "actjyé"1fai4t is the Newport-inglewodd :Faült located approximately 9 kilometers (5 6 miles) to the west The Newport-Inglewood Fault is the design fault of the project due to the predicted credible fault magmtude and ground acceleration. The Seismicity ofthcsite was evaluated utilizing the. 2Q08 National. Hazar4 Mapd Data.-from the USGS website and Seed and Idriss methods for active Quaternary faults within the regional vicinity, icinity The site may be,,subjected to a Maximum Probable Earthquake of 7 5 Magnitude along the Newport-Inglewood fault, with a corresponding Peak Ground Acceleration of 0 43g The maximum Probable Earthqua1.e is defined as the maximum earthquake that is considered likely to occur within a 100-year time period The effective ground acceleration at. -the- site site is associated with the part -,,of . gnificant ground J. motion, which contains repetitive strong-energy shaking, and which may produce structural deformation As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA) It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within '.20. miles of a. site Based on the above, the calculated Credible RHGA -at the site is:0.281. 5 BEA U & ROS1E WATLJNGI CHESTNUT AVEWUE PROJECT NO. 14-1106G5 2013 CBC;Seisñiic'Désin Criteria A review of the active fault maps pertaining to:the site:, indicates the :location. of the Newport- Inglewood. Fault Zone approximately 9 km to the west Ground shaking from this fault or one of the major active -faults.in the region is the most likely happening to affect the site With respect to this hazard, the site is comparable to others in the general area. The proposed residential additions should be designed in accordance with seismic design requirements of the 2013 California Building Code or the Structural Engineers Association of California using the followmg seismic design parameters: PA&NETER YALUi:.2Ol3CB Site Class - - D Table 20.111/ ASCE 7, Chapter 20 Mapped Spectral Acceleration For Short Periods, L128g Figure 1613.3.1(1) Mapped Spectral Acceleration For a 1-Second 0.433g Figure 1613.3.1(2) Period. S1 Site Coefficient, F, 1.049 Table 16 13.3.3(1) Site Coefficient, F 1.567 Table 16 13.3.3(2) Adjusted Max. Considered Earthquake Spectral 1.1 83g Equation 16-37 Response Acceleration for Short Periods. SMS Adjusted Max. Considered Earthquake Spectral 0.679g Equation 16-38 Response Acceleration for 1-Second Period. SMI 5 Percent Damped Design-Spectral.,Response 0.789g Equation 16-39 Acceleration for Short Periods. Ss ________ 5 Percent Damped Design Spectral Response 0.452g Equation 16-40 Acceleration for 1-Second Period, SD! Ge61oric Hazard. Assessment Ground Rubtiir Groun4 rupture dim to active f'.fthigs.iot ired likely .due to, tabsëtice.fktiown fault traces. within the vicinity of the project, however, this possibility cannot be completely ruled out. The unlikely hazard of ground rupture should not preclude consideration of "flexible" design for on-site utility lines and connections.. Liquefaction . . .. ., •.. . , Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shakihg Based on the absence of shallow groundwater and consistency of the underlying terrace deposits, it is our opinion that the potential for liquefaction is very low Lartdsliding. . . . . There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site There are no obvious geologic hazards related to landshding to the proposed development or axijaitt.prØperties. 6 BEAU & ROSIE WATLING! CHESTNUT A VENUE PRQJECTNO: 14-i 106G5 Tsunamis and Seiches The site is not subject to inundation by:tsunärnis due:to its elevatiom. The site isãlso.not.subject to seiches(waves..in.confined bodies of water). GEOTECILNICAL EVALUATION Based on our investigation and evaluation of the collected information, we conclude that the proposed structural improvements aie feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the detached garage, overexcavation and action of the structural portion of the garage pad may be required The pioposed addition to the existing house may be supported by the dense terrace deposits The foundations may consist of reinforced continuous footings with conventional reinforced slabs._Recommendations and criteria for foundation design are provided in the Foundation and Slab recommendations section of this report Compressible Soils Our field observations and testmg indicate low compressibility within the sedimentary bedrock, which underlies the site However, loose topsoil and slopewash were encountered in the area of the proposed detached garage to a depth of approximately 2 feet below surface grades These soils are compressible Due to the potential for soil compiession upon loadrng, remedial grading of these near- surface soils (including overexcavation and recompaction) will be required Folloingien3eIoti..of:thea1thrk recoth.iidtipns.prise compression resulting from the new development has been estimate assessment assumes a well-planned and maintained site drainage syst mitigation by earthwork construction are presented in the Grading i section of this report Expiñsivë Soils :ein the potential for soil low. The low-settlement ommendations regarding An expansion index test was performed)on a select sample of the A6ftace,4ep6sits to determine volumetric change characteristics with change in moisture content An expansion index of 16 was obtained which indicates a very low expansion potential for the foundation soils Groundwater. Static groundwater was not encountered to the depths of the boreholes. The building pads are located at elevations over 180 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate• the effects of poor surface drainage are presented in the Drainage section of this report. BEAU & ROSIE WATLINGI CHE$7NUT. A VENUE PROJECT NO 14-1106G5 CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil mvestigation This includes site reconnaissance, field investigation, laboratory testing and our general knowledge of the soils native to the site The site is suitable for the proposed residential improvements provided the recommendations set forth are implemented during construction GRADING AND EARTHWORK Based upon the pioposd..construction and the information obtained during the-.field investigation, we anticipate that the proposed structures will be founded on continuous footings, which are supported by properly compacted fill and/ or dense terrace deposits The following grading and earthwork recommendations are based upon the limited geotecbmcal mvestigation performe4, and should be verified during construction by our field representative Clearing and Grübbin All areas *10 be graded. -or to receive fill and/or structures shoUld be clearedofvegetatidri. Vegetation and the debris from the clearing operation should be properly disposed of off-site The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the mceptinn of, or during giading All holes, trenches, or pockets left by the removal of these objects should be properly backflhled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose topsoil and slopewash cover the detached garage pad to a depth of approximately 2 feet below existing grade These surficial soils are susceptible to settlement upon loading Based upon the soil characteristics, we recommend the following for the proposed detached garage pad * Süb'e.soils.to. a minimum depth :of.3 feet below be, complete removed from the area which is planned to receive compacted fill and/or structural improvement. The bottom of the removal area should expose competent matenals as approved by ECSC&E geotechnical representative Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned within .2 percent above the optimum moisture content, and then recompacted to at least 90 percent relative compaction (AS TM D.15,57 test method) The limit of the required area of overexcavation should be extended a nunitnum of 5 feet laterally beyond the perimeter footing (building footprint) * For non-structural areas, such as driveways, we recommend overexcavation-to a minimum depth of 1 foot below existing grade 8 BEAU & ROSIE WATLINGI çHES'ThTUTA VENUE PROJECT NO, 14-1106G5 Soils utilized as fill should be ma ácoi ditioned and recompacted in conformance with the following Method and Cntena of Compaction section of this report The actual depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. Transitions Between Cut and Fill The proposed structures are anticipate4 to be .foundëd.1 in properly compacted fill br 4tie terrace deposits Cut to fill transitions below the proposed structures should be completely eliminated during the earthwork construction as required in the previous section Method and-Criteria of Compaction Compacted fills shOuld consist:of approved soil material, free.of trash debris, roots, yegetationor other deleterious materials Fill soils should be compacted by suitable compaction equipment in umform loose li of 6 to 8 inches Unless otherwise specified, all soils subjected to recompaction should be fts moisture-conditioned within 2 percent over the optimum moisture content and compacted to at least 90 percent relative compaction per ASTM test method D1557 On-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site Care should be taken to ensure that these soils are not detrimentally expansive Erosion Control Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and, erosion control measures have been installed After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local, the guidelines of the current edition of the California Building Code, and the requirements of the jurisdictional agency Where the information provided in the geotecbmcal report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. BEAU& ROSIE WA TLJNG/. CHESTNUT A VENUE : PROJECT NO. 14-1106G5 FOUNDATIONS AND SLABS'.. Continuous andspread foot ñgsare suitable for use and should-extend to:arnith.nnn depth of 12 inches 'below the lowest adjacent grade for the proposed one-story structures into the properly compacted fill soils or dense terrace deposits Continuous footings should be at least 12 inches in width and reinforced with a minimum of four #4 steel bars, two bars placed near the top of the footings and the other two bars placed near the bottom of the footings Isolated or spread footings should have a minimum width of 18 inches Their reinforcement should consist of a minimum of #4 bars spaced 18 inches on center (each way) and placed horizontally near the bottom New footings should be dowelled to existing footings in accordance with the structural engineer requirements The minimum reinforcement recommended is based on soil characteristics and is not intended to supersede the structural engineer requirements Interior concrete floor alabs .hould be;a. minimum 4 inches thick. Reinforcement, should consist of 43 bars placed at 18 inches on center each way within the middle third1. of the slabs by supporting the steel on chairs or concrete blocks "dobies" The slabs should be underlain by 2 inches of clean sand over 9.10-mil visqueen moisture bamer. 1.The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs To reduce the extent of shrinkage, the concrete should be placed at a maximum of 44nch slump The minimum steel recommended is not intended to prevent shrinkage cracks. Where moisture sensitive floor coverings aTre anticipated over the slabs, the 10-mu plastic moisture bamer should be underlain by a capillary break at least 2 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. An allowable soil bearing value--of 2,000 .p'ouñdsLper sqüar ootthay'e used. for the..4esigri-of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or the dense terrace deposits as set forth in the 2013 California Building Code, Table 18062 This value may be increased by 400 psf for each additional foot of depth or width to a maximum value of 4,000 lb/ft2 Lateral ..resistahce to: hbri .thoyementmay:be provided by the soil passive pressUeand the friction of concrete to soil An allowable passive pressure of 300 pounds per square foot per foot of depth may be used A coefficient of friction co of 0 35 is re mmended The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading SETTLEMENT Settlement of compacted fill soils :is.;:normal .and should beahticipated. ecauseof he type.and -) minor thickness of the fill soils anticipated under the proposed footings and the light building loads, total and differential settlE ents shOüld.be within a&epinb1e limits. 10 BEAU & ROSIE WATLINGI CHESTNUT A VENUE PROJECT NO. 14-1 1106G5 PRESATURATION OF SLABI.:SUBGR.ADE Because of the .granular characteristics of the. foundation soils, presoaking of I subgradé prior to concrete pour is not required However, subgrade soils in areas receiving concrete should be watered prior to concrete placement to mitigate any drying shrinkage, which may occur following site preparation. TEMPORARY SLOPES For the excavation of findations and utility trenches temporary vertical cut to.a maiinumheight.Iof 4 feet may be constructed in fill or natural soil Any temporary cuts beyond the above height constraints should be shored or further laid back following a 11 (horizontal to vertical) slope ratio OSHA guidelines for trench excavation safety should be followed during construction. TRENCHJCKFUL Excavations for utility lines, which extend under structural areas should .be.,jroperIy back [lied and compacted Utilities should be bedded and backfihled with clean sand or approved granular soil to a depth of at least one foot over the pipe This backfill should be uniformly watered and compacted to a firm condition for pipe support The remainder of the backfill should be on-site soils or non-expansive imported soils, winch should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. Adequate measures . should be undeitàen.:to .prpper1yI.finish.gr4de the site after the. ttuctres. and. other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, dowuspouts, surface swales and subsurface drains th towards e natural tins drainage for area. A minimum gradient of 1 percent is recommended in bardscape areas In e ,-th areas, a minimum gradient of 5 percent away from the structures for a distance of at least 10 feet should be provided Earth swales should have a minimum gradient of 2 percent Drainage should be directed to approved drainage facilities Proper surfuce and subsurface drainage will be required to n-unnxuze the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements FOUT•ONPLA..:REVIEW Our fi±rn, sbou..review the ic indation platis4urin..:Uie; desi a*to, ts.cnfniancc with the intent of this report During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete Ior conformance with the plans and. spciflcations. 11 BEAU & ROSIE WATLJNG/ CHESTNUTA VENUE PROJECT NO. 14-1106G5 LIMITATIONS OF INVESTIGATION' Our investigation -was performed using the skill and degree-ofcare.oxdinari1yexerci.ed,.under similar circumstances, by reputable soils engmeers and geologists practicing in this or similar localities No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc The samples collected and used for testing, and the observations made, are believed representative of site conditions, however, soil and geologic conditions can vary significantly between exploration trenches, boreboles and surface exposures As in most major projects, conditions revealed by construction excavations may vary with1. preliminary findings If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. - This report is sUedMiith the underst ding..that it is the .responsibilityofthe: owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer Appropriate recommendations should be incorporated into the structural plans The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field The findings of this report are valid as of this present date However, changes in the conditions of a property can occur with the passage of tune, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropnate standards may occur from legislation or the broadening of knowledge Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control Therefore, this report is subject to review and should be updated after a period of two yea±s ADDITIONAL SERWCES The, review ofpian:and.specifcatio.ns, utiderôu rIintegral parts of the recommendations made in this report If East County Soil Consultation and Engineering, Inc is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development Plates No.. 1 rough3Pagô L-lañdReferencës are.p±tsof this report. BEAU& ROSIE WATLJNG/ CHESTNUT A VENUE PROJECT NO. 14.1106G5 • PLATE. NO. 2. •• ,. SUMMARY SHEET BOREHOLE NO 1 DEPTH SOIL DESCRIPTION Surface TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets 05' SLOPEWASH (Qsvi) reddish brown, dry, loose, silty sand 4.7 2.0' TERRACE DEPOSITS(Qt) 3 0' reddish brown, moist, dense, clayey sand reddish. brown moist, dense, silty sand 60' bottom of borehole, no caving, no groundwater borehole backfilled 11/20/14 .OENO.2 : S. DEPTH SOIL DESCRIPTION' Y M Surface TOPSOIL dark brown, dry to moist, loose, porous, silty sand with rootlets 05' TERRACE DEPOSITS (Qt) reddish-,brown, moist, medium dense, clayey. sand 3.0' grayish brown, moist, dense, clayey sand 4.5' reddish brown moist, dense, silty sand 10' bottom of borehole, no caving, no groundwater borehole backfihlcd 11/20/14 BOREHOLE NO 3 DEPTH SOIL DESCRIPTION Y M Surface TOPSOIL dark brown, thy to moist, loose, porous, silty sand with rootlets 10' TERRACE DEPOSITS (Qt) 1 5' reddish brown, moist, medium dense clayey sand 20' " " " 1215 123 2 5';grayish:brown, moist, dense, i1ayey sand 14J.' 40' reddish browii moist, dense, silty sand 5.01 bottom of borehole no.'caving, no groundwater borehole backfihled 11/20/14 Y = DRY DENSITY IN I'CF M =MOISTURE CONTENT IN % 13 1" 4_1 - - - - • .$• • . . . .9 . . #8 . 100 .,' 100 99 100 99 - 100 #16 #30 . 95 99• .• 92 , 86 '.9W'.. 89 #50 ' 62 49 66 .. :-7- .53 #200 v 17 - 18 ' 29 ' . 48 4 .4- USCS SM SM SM SC 4 ••. •.;," .•• ,._ .•'. •:-_' BEAU & ROSIE WATLINGI CHESTNUT A VENUE PROJECT NO 14-1106G5 . •• I - .-.- : - 4 -- : p .- • .4 -& . -•• PkGE .';.' LABORATORY TEST RESULTS EXPANSION INDEX TEST ASTM D4829) r .4 N1TLAL SATURATED INITIAL DRY - MOISTURE MOISTURE f,'DENSITY'"EXPANSION CONTENT(%) CONTENT(A) (PCF) INDEX LOCATION 97 181 ' ' 1133 16 , BH-3@20 PARTICLE SIZE ANALYSIS (ASTM D422) 4 .9 .49 -9, • . .49 9 4 -.. 9. • .. - • I .. . • - • . . S .4 • . ' 4- • .9 4 S -•- 9' - 9'.• -.4 -• ,"., ---.9 . - .4 1 9.4'9 • .. '9 - • • -.'•' .. _% 9-• 4 45 9 4. - -'.9, . .... • •9. - . * .. - .. '.5'' *_•''.• -'--.9- .. ' . 4 9, ,,. '• - S - _ • ............. - '''' '9 .. - - .4 - 9 '- - 9 - Lle 1- 9 1' '9- 0 MAJOR DIVISIONS SYMBOL DESCRIPTION WELLGRADED'GRAVELS.OR GRAVEL- SAND MDCrURES,'LrrrLE:ORNOFINES GP GRAVELS (MORE THAN M POORLY GRADED GRAVELS OR GRAVEL SAND OFCOAlliSE MIXTURES, LITTLE"ORNO FINES GM 4 SILTY GRAVELS GRAVEL-SAND-SILT MIXTURES FRACTION SIEVE coust SIZE) GC GRAINED 'SOILS. CLAYEY GRAVELS GRAVEL-SAND-CLAY MIXTURES '(MORETHAN'AOFSOIL I' 'T NO. 200SIEVE SIZE) . WELL GRADED SANDS OR GRAVELLY SANDS, '.LIlTLE:ORNO FINES.' Sp. ___ SANDS MORE THAN V POORLY GRADED SANDS OR GRAVELLY SANDS OF COARSE LnTLE:bk NO FINES SM SILTY SANDS SILT SAND MIXTURES FRACTION SIZE)' Sc , :cLAyEy.SANDS, sAND-cLkyMlxruREs 1JJ INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR. SILTY OR CLAYEY..-.FINE SANDS OR CLAYEY SILTS & SILTS WITH SLIGHT PLASTICITY CLAYS CL INORGANIC ClAYS OF LOW TO MEDIUM LI''UID LIMIT PLASTICITY GRAVELLY CLAYS SANDY CLAYS SILTY CLAYS LEAN CLAYS OL FJ1'E GRAINEI) S. ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY (MORE THAN. ½0F.SOIL <NO 200 SIEVE SIZE) INORGANIC SILTS MICACEOUS OR DIATOMACEOUS SILTS & FINE SANDY OR SILTY SOILS ELASTIC SILTS LIQUID LIMIT INORGANIC CLAYS OF HIGH PLASTICITY FAT >50 CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY ORGANIC SILTY CLAYS_ORGANIC SILTS }IIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS CLASSIFIC&TION BOULDERS'. Abo*'I2,Inches. :.' .'Above305 COBBLES ' 12 InthesTo:3.Iiichës '30S'Tó76.2 GRAVEL 3 Inches to No 4 7-6:2464.76 Coarse 'h 3 Inchestoluth 76.2 to 191 Fine 3A Inch toN:4 " 19.1 to 4.76 SAND No 4toNo 200 476to0074 Coarse No 4toNo 10 476to200 Medium No 10 to No 40 200 toO 420 'Fine' No.40 to No: 200 ,': . '0.420 to 0.074', SILT AID CLAY Below No 200 Below 0074 GRAIN SIZE CHART PLASTICITY CHART C4SSjFI.TIQN:TIEP':SQ,CSIFIc4TIQNSSTEM)' RANGE OF GRAIN SIZES U.S STANDARD ';GRAIN SIZE U 'It I SIEVE SIZE MILLIMETERS °I BEAU & ROSIE WATLINGI CHESTNUTA VENUE PROJECT NO. I4-1106G5 . . S S REFERENCES "201.3 California Building Code, California Code of Regulations, Title 24, Pait 21 Volume 2 of.27, Published by. international Code Council. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael. P. Kennedy and SiangS. Tan, 2008. qfk/ Eqsearcb, Version 3.0" by Blake,T.F., 1995, Up4at.ed.2008. . . "Geotcchnicaland.Foundation Engineering: tesignand..CQnstru.ction", by. Robert W. .Day, 1999. 5 "1997 Uniform Buildmg Code, Volume 2, Structural Engineering Design Provisions", Published by International Cgnference of Building Offi ciâls. 6. "Maps of Known. Active Fâult.Near-Sourcelones.in California and .A4jace,nt Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. . ... . S. . • . S.. 7 "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S Tan and Michael P Kennedy, 1996 8. "Beaiilrg Capacity 6f Soils Tc.hiical Engineringand .Design:. Guides as Adapted .frotn the US Anny Corps of Engineers, No 7", Published by ASCE Press, 1994 9 "Foundations and Earth Structures, Design Manual 7 2", by Department of Navy Naval Facilities Engrneermg Command, May 1982, Revalidated by Change 1 September 1986 10. "GroundMOtions andSOiILiqücfactibn during qu*es", by H.B.. Sècd.axd I.M..IdHss,. 982.. 15. 5 of CERTIFICATION OF Development Services City C4Ldr-, Sbad - SCHOOL FEES PAID Building Department 1635 Faraday Avenue B-34 7606022719 www.carlsbadca.gov., 4 4 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 WATLING RESIDENCE I Protect ID CT/MS Building Permit Plan Check Number CB142959 Project Address 1519 CHESTNUT AVE A P N • 205-220-03-00 Project Applicant (Owner Name) Beau & Rosalinda Watling Project Description Addition Building Type Residential Residential NEW DWELLING UNIT(S) 1,104 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit Square Feet of Living Area in SDU Residential Additions Net Square Feet New Area Commercial/I ndustrial Net Square Feet New Area City Certification of Applicant Information Janet i41tcir, Date 3/1112015 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD JZ Carlsbad Unified School District : Vista Unified School District El San Marcos Unified SchoolDistrict 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e Ste!- 1 00 Carlsbad CA 92009 (760-331-5000) Vista CA 92063 (760-726-2170) xt San Marcos, CA 92069 (760-290-2649) 2222 Contact: Nancy Dolce (By Appt. Only) Encinitas Union School District LI San Dieguiio Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd 684 Requeza Dr. Encinitas, CA 92024 Encinitas, CA 92024 - (760-944-4300 x1 166) (7607536491 x5514) 9 4 44 ' 4 4 4 4? 1 4 4 B-34 - Paae 1 of 2 Rev. 03/09 Certification of Applicant/Owners. The person executing this declaration (Owner) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of . dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) - HIS FORM INDICATES THAT THE SCHOOL DISTRICT, REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED SCHOOL DISTRICT: ' • The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities This is to certify that the applicant listed on page ,11 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 kL L1 / TITLE NAME OF SCHOOL DISTRICT CARLSBAD UNIFtED SCHOOL DiSTRICT 22S ELCAMINO REAL CARLSBAD CA 92009 DATE. - PHONE NUMBER , 4 / Signature:Date B-34 Page 2 of 2 Rev. 03/09