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HomeMy WebLinkAbout180 WALNUT AVE; ; CB140587; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 11-06-2014 Residential Permit Permit No: CB140587 Building Inspection Request Line (760) 602-2725 Job Address: 180 WALNUT AV CBAD Permit Type: RESDNTL Sub Type: RAD Status: FINAL Parcel No: 2041230600 Lot #: 0 Applied: 03/14/2014 Valuation: $73,830.00 Constuction Type: 5B Entered By: RMA Occupancy Group: Reference #: Plan Approved: 06/06/2014 # Dwelling Units: 1 Structure Type: Issued: 06/06/2014 Bedrooms: 0 Bathrooms: 0 Inspect Area: PD Orig PC #: Plan Check#: Project Title: HARELSON RES- REMODEL 3 APT UNITS( 180 A, 180 B & 190) IN 180 A-REMODEL 26 SF OF EXIST BATH & KITCHEN, ADD 280 SF TO EXIST DECK! UNIT 180 B-REMODEL 232 SF OF EXIST KITCHEN & BATH, ADD 20 SF OF SHED ROOF OVER OOR, UNIT 190- REMODEL 251 SF OF EXISTING KITCHEN & BATH, ADD NEW 220 SF FOR DINING / LIVING & ENTRY. REPLACE ELECT PANEL Applicant: Owner: WORTHING INC, B. A. 180-190 WALNUT PROPERTIES, LLC STEG 640 GRAND AV C/O BROKS WORTHING- P0 BOX 1041 CARLSBAD CA 92008 CARLSBAD CA 92018 760-729-3965 . 760 729-3965 Building Permit $568.22 Meter Size Add'I Building Permit Fee. $0.00 Add'l Red. Water Con. Fee $0.00 Plan Check $397.75 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $7.38 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 . $87.00 Renewal Fee $0.00 ELECTRICAL TOTAL $43.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL . $92.88 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing lnLieu Fee $0.00 Pot. Water Con. Fee $0.00. Housing Credit Fee . . $0.00 Meter Size Master Drainage Fee $0.00 Addi Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (5B1473) Fee $1.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $1,197.23 Total Fees: $1,197.23 Total Payments to Date: $1,197.23 Balance Due: $0.00 III FINAL APIRdVAL Inspector: !Li;vL'1...-.----- Date: 1/7/24 1(7 Clearance: NOTICE: Please take N0TI thapprovaI of your project includes the 'Imposition" If fees, dedications, reservations, or other exactions hereafter collectively referred to as 'fees/exactions f Yo have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any tees/exactions of which you have previously been given a NOTICE similar to this. or as to which the statute of limitations has oreviously otherwise expired. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit 11-06-2014 . .. Permit No:SW 140087 Job Address: 180 WALNUT AV CBAD Permit Type: SWPPP Status: FINAL Parcel No: 2041230600 Lot #: 0 Applied:. 03/14/2014 Reference #: Entered By: RMA CB#: CB140587 Issued:. 06/06/2014 Inspect Area: PD PrOject Title: HARELSON ADDITION & REMODEL Tier: I Priority: M Applicant: WORTHING INC, B. A. STE G 640 GRAND AV CARLSBAD CA 92008 760-729-3965 Emergency Contact: BROOKS WORTHING Owner: POLADIAN ABRAHAM 190 WALNUT AVE CARLSBAD CA 92008 760 473-2406 SWPPP Plan Check $52.00 SWPPP Inspections $221.00 Additional Fees . . $0.00 TOTAL PERMIT FEES $273.00 Total Fees: . $273.00 Total Payments To Date: $273.00 Balance Due: $0.00 FINAL APPROVAL DATE !LILI CLEARANCE SIGNATURE ' Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 760.602-2717/ 2718/ 2719 Fax: 760-602-8558 www.carlsbadca.ov Plan Check No. ( A JL/ CITY OF CARLSBAD Est. Value 7'/ Plan Ck. Deposit r i I Date ' 3 t//'V 1 I JOB ADDRESS — tq o - I 12, - - CT/PROJECT U I LOT a -. PHASE II a OF UNITS U BEDROOMS BATHROOMS 1TENANT BUSINESS NAME - )NSTR. VPE occ. GROUP1 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s p ) ('e.p1bAe. <tl*e1 *1h1 OezV b2&,46 1) 'ro tXJJT 'P X Oexv# iav tiehA deij 1cm c44 • / EXISTING USE USE (SF) DECK S (SF) FIREPLACE j I NOITIONING JPROPOSED 1 GARAQE )PAflOS(5F)I IRE SPRINKLERS i CONTACT NAME (If 01ffevent Fern Applicant) Rcc_ wOTh APPLI cANT NAME erKs 't4OTh IADDRESS 0. I 04% ADDRESS -P-0. x I D4 CITY STATE ZIP CA CT 2-018 CITY STATE &c- ZIP fHONE 7 zg - %) -izq - 078'4 -3(c PHONE WY72q -6794 - 'EMAIL J 10 in EMAIL ME PROPERTYO .pML 01;u-el(D!flkJfflw CONTRACTOR BUS. NAME WOQTh%K ADORES S 1 f&i7 LL4 ADD tr CITY STATE ZIP CITY STATE ZIP PHONE, qo _7&0O 7/ 7(O 7z4 C7 4- VAX HONE id>) 7 ZCI. 3qL05 tlw) 72.9-07841 EMAIL — —T;lsb :MAIL rAwoi2Th-i,'J( lAx: p (Ø?C. Corn ARCH/DESIGNER NAME &ADDRESS r0) 104( DOLCJ/ VU1)%rm c,a ta I 'STATE UC It STATE LICJ —1-l!) I CLASS J4c% 'CITY BUS. LICAI 2CC) (Sec. 7031.5 Business and rofessionsode: Any ty or County which requires a permit to construct alter, Improve, demolish or repair, anystructure, prior to its Issuance, also requires the applicant for Such permit to Pile a signed statement that he is licensed pursuant to the to of the Contractor's License Law fChapter 9, commending with Section 7000 of Division 301 the Business and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fore permit subjects the applicant to a Civil penally of not more than five hundred dollars 18500)). Workers' Compensation Declaration: Ihereby affilim under penalty of perJurj one of the following dec1eei1ons El I have and will maintain a certificate of consent to self-Insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. I have and will maintain workers' comoansation. as required by Section 300 of the Labor Code, for the performance of the work for which this permit is Issued. My workers' compensates Insurance canter and policy number are: Insurance Co 5f-j4 r'.Jd a:+at I This section need not be completed lithe permit Is for one hu?rltred doliais ($100) or lass. 1 - CI Certificate of Exemption: I certify that In the performance 01 the work for which this permit Is Issued, I shall not employ any person In any manner so as to becomdsu6je'ct thre Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000) In - addition to the cost of compensation, da as as vided If in Secl on 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE . AGENT DATE gno I hereby affirm that lam exempt from Contractor's License Law forth followin reason: O I, as owner of the properly or my employees with wages as lhetr e compensalioit Will do the work and the structure is not Intended or offered for sate (Sec. 7044, Business and Professions Cods: The Cont,scto?s License Law does 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 inlegded 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). 0 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 doss not apply loan owner of property who builds or improves (hereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractors License Law). O lam exempt under Section ____________Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property Improvement. DYes 0 No 2.1 (have! have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed consirudion (include name address! phone !contractors' license number): 4.1 plan to provide portions of the work, bull have hired the following person to coordinate, supervise and provide the major work (include name !address I phone !conlraclors' license number): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work Indicated (include name! address! phone I type of work): )PROPERTY OWNER SIGNATURE G AGENT DATE 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? Cl Yes Cl No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? I] Yes Cl No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 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 hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lenders Name Lender's Address I cer*that I have mad the apilicartion and state that the akove Informationisconectand that the hillonfialldn an the plans b accurate. I agmeto com*whh all CillyonfInances and State laws relatingto buildingoonsinuction. I hereby authorize representative of the City of Carlsbad toenterupon the ab w mentioned property for hVedonpuposes. IAISO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARI.SBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'O deep anddemolifion or conof sbuctures am3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work aultimized by such perynit is notcommenced.within 180 days from the date ofsuch penrrit or If the building or work bysuth pe suspended or abandoned at any lime after the work mcenrmencad for a period of 180 days (Sectten106.4.4 Uniform BuMingCode ..'APPLICANT'SSIGNATURE ,....__ DATE Inspection List Permit#: CB140587 Type: RESDNTL RAD HARELSON RES- REMODEL 3 APT UNITS( 180 A, 180 B & 190) IN 180 A-REM Date Inspection Item Inspector Act Comments 10/07/2014 19 Final Structural - RI 10/07/2014 89 Final Combo PY AP 08/18/2014 33 Service Change/Upgrade PD PA 08/07/2014 17 Interior Lath/Drywall PD AP 08/07/2014 18 Exterior Lath/Drywall PD AP 07/18/2014 13 Shear Panels/HD's PD AP 07/16/2014 23 Gas/Test/Repairs PD AP 07/02/2014 15 Roof/Reroof PD AP 06/16/2014 14 Frame/Steel/Bolting/Weldin PD PA 06/12/2014 11 Ftg/Foundation/Piers PD AP Wednesday, October 08, 2014 Page 1 of 1 EsGil Corporation In PartnersIiip with government for (8ui(ting Safety DATE: May 27, 2014 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-587 PROJECT ADDRESS: 180/190 Walnut SET: II U APPLICANT LEI jJUBJSTh U PLAN REVIEWER U FILE PROJECT NAME: Triplex Addition/ Remodel for Harelson The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D 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. LI The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. LII EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: Each sheet of the plans must be signed by the designer. Additionally, the structural sheets must be signed by the engineer. ,, 0 0, "Y" By: Kurt Culver Enclosures: EsGil Corporation 0 GA 0 EJ 0 MB 0 PC 5/22/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In tFartnership wit/i government for Bui(iing Safety DATE: March 26, 2014 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-587 SET: I PROJECT ADDRESS: 1801190 Walnut PROJECT NAME: Triplex Addition/ Remodel for Harelson U ,APPLICANT JURIS. U PLAN REVIEWER U FILE LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's 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. 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 Worthin LI 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 Worthin Telephone #: 760-729-3965 Date contacted: b(0I4- (by:/) Email: BAWorthinglnc©yahoo.com .MaiIV' Telephone V Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil Corporation [I GA DEJUMB 0 P 3/17/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 14-587 March 26, 2014 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 14-587 JURISDICTION: Carlsbad PROJECT ADDRESS: 180/190 Walnut FLOOR AREA: +275 STORIES: 2 HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 3/14/14 DATE INITIAL PLAN REVIEW COMPLETED: March 26, 2014 DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/17/14 PLAN REVIEWER: Kurt Culver FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 14-587 March 26, 2014 . PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). 4. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.5 GPM, and showerheads may not exceed 2.0 GPM of flow. CPC Section 403 and 408. 5. For the proposed shed roof shown at the left side of the site plan, please be sure to show it on the floor plan. Also, it may be too close to the property line, so the underside should be fire-protected. 6. Show minimum underfloor access of 16" x 24". Section R408.4. 7. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. Carlsbad 14-587 March 26, 2014 . STRUCTURAL Please provide detailing on the plans for the proposed steel beam! Please provide complete vertical load calculations. The 4x6 beam supporting the deck joists is inadequate. Please provide a calculation. Be sure to include the reduction for pressure-treating. Specify on the plans the sizes of the deck joists (only the spacing is shown?). The ledger nailing at D/5 appears to be inadequate. Please provide calculations. On sheet 6, what is the full size of the PSL on Line 4? Comparing sheets 2 and 3, it can be seen that existing interior walls (possible braced wall panels) are being demolished. Please provide a lateral analysis for the entire building. Additionally, it does not appear that adequate lateral bracing is being provided (to meet the prescriptive provisions of the CRC). Again, please provide lateral calculations. Per Figure 1609A, the wind load calculations must use an ultimate wind speed of 110 mph. Additional corrections will follow when the vertical/lateral calculations are provided. . MISCELLANEOUS Please provide a copy of the ICC approval report for the Westcote deck surfacing. I can't find it on the internet. To speed up the review process, 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 U No U 21. 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 Kurt Culver at EsGil Corporation. Thank you. Carlsbad 14-587 March 26, 2014 [DO NOT PAY — THIS IS NOT ANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 14-587 PREPARED BY: Kurt Culver DATE: March 26, 2014 BUILDING ADDRESS: 180/190 Walnut BUILDING OCCUPANCY: R2 TYPE OF CONSTRUCTION: V-B BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Remodel/Add 73,830 Air Conditioning Fire Sprinklers TOTAL VALUE 73,830 Jurisdiction Code ICb IBY Ordinance I Bldg. Permit Fee by Ordinance I I Plan Check Fee by Ordinance jv I $1568.221 I $369.341 Type of Review: 121 Complete Review 0 Repetitive Fee o Other Hourly I v I Repeats sGiI Fee 0 Structural Only Hr. @ * I $318.201 Comments: In addition to the above EsGiI fee, there is an additional charge of $43 (1/2-hour @ $86/hr.) for the CalGreen review. Sheet I of I macvalue.doc + CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 04/1.0/20i4 PROJECT NAME: Walnut Triplex PROJECT ID:NCP 14-01 PLAN CHECK NO: CB 1.4-587 SET#: I ADDRESS: 180/190 Walnut Avenue APN: 204-123-06 VALUATION:. $73,830 SCOPE OF WORK: New 220 sf addition, remodel and deck D/'This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes No To determine status by one or more of these divisions listed below, please contact 760-602-2719. FX--], This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:bawortliinginc@yahoo.com ENGINEERING 760-602-2750 Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 - - 760-602-2741 Li 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros fl Cindy Wong 760-6024675 760-602-2773 - -i 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov . Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: ****Cannot approve building permit until approval is granted by project'" engineerforNCP 14-01 N ('P (L(J 01 apr:x42#leL/ c/i fz.oii7( 4 A&\ zp) CITY OF CAR LSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: Building Permit U Right-of-Way Permit O My project is categorically EXEMPT from Elecfrical Patio/Deck the requirement to prepare a storm water Fire Additional Fire Alarm Re Roofing pollution prevention plan(SWPPP) because it Sign only requires issuance of one or more of the Fixed Systems Mechanical Spa Factory Sprinkler following permit types: r .'v Mobile Home Water Discharge Plumbing Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria O My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the no threat assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. Tier t. Low Threat Assessment Criteria My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project meets one or more of the following criteria: Results in some soil disturbance; and/or includes outdoor construction activities (such as roofing, saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 Moderate Threat Assessment Criteria 0 My project does not meet any of the Significant Threat assessment criteria described below and meets one or more of the following criteria:• Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal code); or, Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: 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). Tier 3 - Significant Threat Assessment Criteria O My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated construction staging equipment storage stockpiling pavement removal refueling and maintenance areas and/or O My project is part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, refueling and maintenance areas: or, U My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I certify to the best of my knowledge that the above checked statements are true and correct. I understand and acknowledge that even though this project does not require preparation of a construction SWPP, I must still adhere to, and at all times during construction activities for the permit type(s) check above comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards. The City Engineer may authorize minor variances from the Storm Water Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher Construction SWPPP Tier Level is warranted. Project Address: Assessor Parcel No. IWA4 I'O W4'iNv IO OwnerlOwners Aulhoied Agent Name: Title: cc*WOeMAUQG Owner!Owner's Authorized Agent Signature: Date// YES ONO J 6A ____________ B-24 Page 1 of I Rev.03109 DATE: 06/03/2014 PROJECT NAME: HARELSON RESIDENCE PROJECT ID: NCP 14-01 PLAN CHECK NO: CB140587 SET#: 2 ADDRESS: 180-190 WALNUT AVE APN: 204-123-06 This plan check review is complete and has been APPROVED by the Division. By: Jason Goff l)- A Final Inspection by the PLANNING Division is required Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. * Plan Check Comments have been sent to: baworthinginc@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Chris.sexton@carlsbadca.gov Kathleen.Lawrence@carIsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carIsbadca.gov Jason Goff 760-602-4643 Dominic Fier! 760-602-4664 jason.eoff@carIsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: See below P-28 Page 1 of 3 07/11 Plan Check No. CB140587 Address 180-190 WALNUT AV Date 06/03/14 Review # Planner Jason Goff Phone(760)602-'4643 APN: 204-123-06-00 Type of Project & Use: MULTI-FAMILY-ADDITION/REMODEL Net Project Density: NA Zoning: General Plan: RH Facilities Management Zone: 1. CFD (in/out) #_Date of participation: Remaining net dev acres:_____ REVIEW #: . 2 3 Legend: Item Complete 0 Item Incomplete - Needs your action El Z 0 Environmental Review Required: YES Z NO E] TYPE: CEQA Cat. Exempt. DATE OF COMPLETION: 05/20/2014 Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: El Z 0 Discretionary Action Required: YES 0 NO N TYPE 1QE APPROVALIRESO. NO. NCP 14-01 DATE 05/20/2014 PROJECT NO. NCP 14-01 OTHER RELATED CASES: None Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Z 0 0 Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 CA Coastal Commission Authority? YES 0 NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): EXEMPT PER 21.201.060 - NOT WITHIN 300 FEET & NOT REMOVING 50% OR MORE OF EXTERIOR WALLS 0 11 Habitat Management Plan Data Entry Completed? YES E] NO.Z If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus . (NP/Os, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) 0 0 Inclusionary Housing Fee required: YES E] NO Z (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES 0 NO 0 NA Z (NP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) 0 0 Housing Tracking Form (form P-20) completed: YES 0 NO E] N/A Z . P-28 Page 2 of 3 . 07111 Site Plan: Z 0 0 Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44— Neighborhood Architectural Design Guidelines 0 0 Applicability: YES 0 NO Zoning: O Z 0 1. Setbacks: Project proposes* development of an Existing Nonconforming Structure for which a Nonconforming Construction Permit (NCP 1401) was approved on May 20, 2014 (see above). FRONT (GARFIELD STREET): Required Shown: At Unit C (New Addition) - 21'. At portion of existing non-conforming residence - 14.25'. INTERIOR SIDE: Required Shown STREET SIDE: Required 10 Shown At Units A & B - 10' to deck (balcony) support / 8' to face of deck (balcony) (see allowed intrusion per C.M.0 Section 21.46.040(3)). At Unit C - 18.12' at portion of new addition. REAR: Required Shown: At Units A & B -15.6' to face of new deck (balcony) support / 13.6' to face of new deck (balcony) (see allowed intrusion per C.M.0 Section 21.46.040(3)). 0 0 Accessory structure setbacks: None proposed Z 0 0 Lot Coverage: Required 03' Shown Z 0 0 Height (Beach Area Overlay): Required 30' (4:12 pitch shown on sheet 4) Shown 18'-1134" O 0 0 5. Parking (no changes to parking areas): Spaces required: 6 (3 COVERED) Spaces shown: 3 spaces total (Existing Non- Conforming Structure). Residential Guest Spaces Required 1 Shown 3 spaces total (Existing Non- Conforming Structure). 0 0 0 Additional Comments: OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE #03/1 t/ P-28 Page 3of3 07/11 PLANNING DI VISION BUILDING PLAN CHECK Development Services Planning Division iOZ4 CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.car1sb2dca.20v DATE: 3/19/14 PROJECT NAME: HARELSON RESIDENCE PROJECT ID: PLAN CHECK NO: CB140587 SET#: ADDRESS: 180-190 WALNUT AV APN: This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the PLANNING Division is required J Yes Z No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is(NOT COMPLETE.)Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: baworthinginc@yahoo.com For questions or clarifications on the attached checklist* please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 Chris Sexton Kathleen Lawrence Greg Ryan 760-602-4624 760-602-2741 760-602-4663 Chris.Sexton@carIsbadca.gov Kathleen.Lawrence@carlsbadca.Eov Greporv.Rvan@carlsbadca.gov Gina Ruiz Linda Ontiveros Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carIsbadca.gov Cynthia.Won@carIsbadca.ov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB140587 Address 180-19O WALNUT AV Date 3/19/14 Review #1 Planner GINA RUIZ Phone(760)602-4675 APN: 204-123-06-00 Type of Project & Use: MULTI-FAMILY-ADDITION/REMODEL Net Project Density: DU/AC Zoning: General Plan: Bi1 Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete 'Item Incomplete - Needs your act! Z El El Environmental Review Required: YES El NO 0 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Z El El Discretionary Action Required: YES El NO 0 TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: El El Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO 0 CA Coastal Commission Authority? YES Q NO IR If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): EXEMPT PER 21.201.060 - NOT WITHIN 300 FEET & NOT REMOVING 50% OR MORE OF EXTERIOR WALLS Z El El Habitat Management Plan Data Entry Completed? YES El NO If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (NP/Ds, Activity Maintenance, enter CB#,. toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES [] NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES El NO El (AIP/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES El NO El N/A Z 13 P-28 Page 2 of 3 07/11 m Site Plan: SLID City Council Policy 44— Neighborhood Architectural Design Guidelines Z 0 0 1. Applicability: YES LI NO Z Z LI 0 2. Project complies: YES LI NOD Zdning:)JEXISTING' NON-CONFORMING-SEEUADPITIONALLfMMENTS [BELOW) 1.REGARDING NON-CONFORMING MULTI -FAMILY STRUCTURESJ LI LI 0 1. Setbacks: Front (Garfield-narrowest portion of lot per 21.04.240): Required Q. Shown 14.25' - EXISTING NON-CONFORMING SEE ADDITIONAL COMMENTS BELOW Interior Side: Reqd_ (Street Sidek hown !AND STAIRS Rear: Required 15.6'Shown 6' (only roof proposed over door ok per CW 3/18/14) Top of slope: Required N/A Shown .N/A LI LI 2. Accessory structure setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Z LI El 3. Lot Coverage: Required 60% MAX Shown 31.3% LI LI 4. Height (Beach Area Overlay): Required 30' (4:12 pitch shown on sheet 4) Shown 19.5'. NZI 5. Parking (no changes to parking areas): Spaces Required 6 (3 COVERED) Shown NOT SHOWN (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 1 Shown NOT SHOWN OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 RECEIVED MAY 20 2014 CITY OF CARLSBAD BUILDING DIVISION- O Please Respond To: 663 Valley Avenue Suite 101 Solana Beach California 92075 858 509 8505 858 509 8515 FAX sandiego@pvec.com O Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 3105415055 310 5410321 FAX info@pvec.com Structural Calculations Residential Addition1! Prepared For Matt Harelson 1641 Amente Court Carlsbad, CA 92011 Project 180-190 Walnut Avenue Carlsbad, CA 92008 Paul STCEistenson RCE C57182, exp. 12/31/15 PROJECT ENGINEER April 22, 2014 PVEC File No. 24-14-223 (B(4,0156"? Table of Contents Section Title Table of Contents Loading and Soil Information ASCE 7-05 Seismic Calculations USGS Design Spectral Accelleration Beam Specifications Header and Footing Specifications Beams, Headers, & Rafters Enercalc Printouts Column Specifications Guardrail Calculations Shear Diaphragm Calculations Shear Wall Calculations Shearwall Schedule Holdown Schedule Page # Comments: 1 2 3 4 5 6 7 13 14 15 17 19 20 All calculations conform to the 2010 CBC, 2009 IBC, and ASCE 7-10 Project Engineer Paul S. Christenson Date 412212014 Page Number 1 of 20 Loading Information Roof Loads Floor Loads Roofing = 4 psf Sheathing = 2.3 psf Sheathing = 1.5 psf Framing = 5 psf Framing = 2.5 psf Insulation = 3.2 psf Insulation = 3.2 psf Ceiling = 2.5 psf Ceiling = 2.5 psf Misc. = 2 psf Misc. = 1.3 psf Wall ( Seismic only) = 10 Wall ( Seismic only = 5 psf Total DL = 15 psf Total DL = 15 psf Total LL = 20 psf Total LL = 40 psf Total DL ( Seismic) = 20 psf Total DL ( Seismic) = 25 psf Wind Loading Basic Wind Speed = 110 mph 3 second gust Exposure Category = C Case I Case 2 End Zone of Wall = . A 27.86 psf A 0.00 psf End Zone of Roof = B 10.00 psf B 0.00 psf Interior Zone of Wall = C 18.58 psf C 0.00 psf Interior Zone of Roof = D 10.00 psf 0 0.00 psf End Zone of Windward Roof = E -29.80 psf E 0.00 psf End Zone of Leeward Roof = F -16.90 psf F 0.00 psf Interior Zone of Windward Roof = G -20.64 psf G 0.00 psf Interior Zone of Leeward Roof = H -13.93 psf H 0.00 psf End Zone of Windward Roof Overhang = EOh -41.67 psf EOh 0.00 psf Interior Zone of Windward Roof Overhang = Go,, -32.64 psf Gc,, 0.00 psf Seismic Loading Site Clasification = D Section 11.4.1 ASCE 7-05 = 0.123 W Seismic Use Group = II Table 11.5-1ASCE 7-05 Seismic Design Category D . Section 11.6 AS 7-05 Importance Factor = 1.00 Section 11.5 ASCE 7-05 Response Modification Factor R = 6.5 Table12.2-1 ASCE 7-05 System Overstrength Factor = 3 TabIe12.2-1 ASCE 7-05 Spectral Response Short Period Ss 1.16 Seismic ground motion maps .chapter 22 ASCE7-05 Spectral Response Long Period 5,. = 0.45 Seismic ground motion maps chapter 22 ASCE7-05 Soil information Foundation Designed for 2010 CBC Minimums Report Number Date Job Number 24-14-223 Footing Depth = 24 in Project Engineer Paul S. Christenson Footing Width = 18 in Date 4/2212014 Soil Pressure . = 1500 psf Page Number 2 of 20 ASCE 7-05 Seismic Calculations Seismic Reponfe Calculations I Spectral Response Short Period S9 = 1.161 Seismic ground motion maps chapter 22 ASCE7-0 Spectral Response Long Period SL = 0.45 Seismic ground motion maps chapter 22 ASCE7-05 MCER Short Periods SMS = Fa Ss Equation 11.4-1 MCER Long Periods SM1 = Fa Si Equation 11.4-2 Coefficient Fa = 1.0 Table 11.4-1 Coefficient F = 1.5 Table 11.4-2 MCER Short Periods SMS = 1.202 MCER Long Periods SMI = 0.668 Design Spectral Acceleration Short Period SDS = 2/3 SMS Equation 11.4-3 Design Spectral Acceleration Long Period SDI = 2/3 SMI Equation 11.4-4 Design Spectral Acceleration Short Period Sos = 0.802 Design Spectral Acceleration Long Period SDI = 0.445 Seismic Response Coefficient C. = (SDSI(R/lr)) Equation 12.8-2 Response Modification Factor R = 6.5 Table 12.2-1 Importance Factor Ir = 1.00 Table 12.2-1 Seismic Response Coefficient C8 = 0.1233 [Maximum Seismic Response Coefficient Calculations I Maximum Seismic Response Coefficient C. = (Soi/(Tu(RIlr))) Equation 12.8-3 Approximate Fundamental Period TU Cth X Equation 12.8-7 Building Period Coefficient Ct = 0.02 Table 12.8-2 Building Period Coefficient x = 0.75 Table 12.8-2 Approximate Fundamental Period Tu = 0.1891483 IMaximum Seismic Response Coefficient C9 = 0.3619 Minimum Seismic Response Coefficient Calculations I' Minimum Seismic Response Coefficient C9 = 0.044(SDslr) Equation 12.8-5 Jilnimum Seismic Response Coefficient C9 0.0100 ] Seismic Base Shear V = 0.1233 W Equation 12.8-1 Job Number Project Engineer Date Page Number 24-14-223 Paul S. Christenson 412212014 3 of 20 Sar 412212014 uesigri ivips ouiioiri y r.epull ZUSGS Design Maps Summary Report User-Specified Input Report Title 180-190 Walnut Ave. Tue April 22, 2014 16:45:14 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15460N, 117.3494°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 zrni '. South iS000ni 0 ••.- Vista b,OeanSide : Carlsbad 0• J$jj o \\ &MER (CA mpquQst \\®oii t'' .. @ MapQuest USGS-Provided Output S= 1.161g 5MS 1.2029 S0 = 0.802g = 0.445 g SMI = 0.692 g SD1 = 0.461 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.43 0 1.17 .72 1.04 - 0.91• 1 3fl 0 91 0.54 0.54 0.79 0.45 In 0.52 0 0.39 .27 0.19 0.13 0.09 0.00 I I I I I I I I 0.00 I I I I I I I I 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.20 0.40 0.0 0.90 1.00 1.20 1.40 1.GO 1.90 2.00 Period, T (sec) Period, T (sec) For PGA,,, T1, C, and CRI values, please view the detailed report. 1/2 Beam Specifications Beam # Size Grade and Type Location Beam #1 7"x16" 2.OE PSL Deck Beam Beam #2 412 No. 2 D.F.L. Deck Beam Beam #3 412 No. 2 D.F.L. Deck Beam• Beam #4 48 No. 2 D.F.L. Deck Beam Beam #5 410 No. 2 D.F.L. Deck Beam Beam #6 W8x61 50 KSI Steel Floor Beam Job Number 24-14-223 Project Engineer. Paul S. Christenson Date 412212014 Page Number 5 of 20 Header Specifications Size Grade and Type Length Level Header # 4x6 No. 2 D.F.L. 51-0" Roof Load Only HDR I 4x4 No. 2 D.F.L. 31-0" Roof Load Only HDR 2 4x4 No. 2 D.F.L. 41-0" Roof Load Only HDR 3 Footing Specifications Footing Width = 18 in Allowable Soil Bearing Pressure = 1500 psf Footing Depth = 24 in Maximum allowable load on footing = 2250 plf Minimum # Bars = I Top and Bottom Maximum point load on continuous footing = 8637 # Size of Bars = 4 Area of steel used for calculations = 0.20 in Pad Footing Specifications Footing # Size Depth Rebar Maximu m Load 1 24" x 24" 24 No rebar required • 6000 2 30" x 30" 24 #4 bars @ 8" o.c. each way 3" clear from bottom of footing 9375 3 36" x 36" 24 #4 bars @ 8" o.c. each way 3" clear from bottom of footing 13500 Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 6 of 20 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: Printed: 22 APR 2014, 10:59AM Multiple • . File=G:lPR6090-114-2231CaIc24-14-i.E6 iviUi ip.e imp.! earn •.. . ::ENERcALC, INC. 1983-2014. Bufl4:6.14.1.26, Ver.6.14.1.26 Description: Beam 1-5, HDR 1-3, and Joist Calculations Phase I - Wood Beam Design: Beam I Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 7x14, Paraliam, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,600.0 psi Fc - PrIl 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pcf Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0150, L = 0.10 k/ft, Trib 1.50 ft Unif Load: D = 0.10 k/ft, Trib= 1.0 It Unif Load: D = 0.0210, Lr = 0.020 k/ft, Trib= 6.0 ft Unif Load: D = 0.060, L = 0.40 k/ft, 7.01020.0 ft Design Summary Max fb/Fb Ratio = 0.549; 1 lb : Actual: 3,064.08 psi at 10.667 ft in Span # 1 Fb: Allowable: 5,586.03 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.273: 1 lv : Actual: 168.03 psi at 18.867 ft in Span #1 Fv: Allowable: 615.60 psi Load Comb: +1.200+0.50Lr+1.60L+1.60H Max Reactions (k) 2 L Lr a W E Left Support 2.96 3.19 1.20 Right Support 3.23 5.01 1.20 Wood Beam Desian: Beam 2 Bea . Calculations per 2012 NDS, IBC 2012, CRC 2013, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Fb - Tension Douglas Fir - Larch 1000 psi Fc - Prll 1500 psi Fv Wood Grade: No.1 180 psi Ebend- xx l700 ksi Density 32.21 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Unif Load: 0 = 0.0150, L = 0.10 k/ft, Trib= 10.0 It Point: D = 0.290, Lr = 0.210, L = 0.470k @2.0 ft Design Summary . Max fb/Fb Ratio = 0.862; 1 D(0.150) L(1.0) fb: Actual : 2226.41 psi at 2.780 ft in Span #1 '•. i....... . I Fb Allowable 2:584.00 psi 14 Load Comb: +1.20D+0.50Lr+1.60L+1.60H . .. . Max fv/FvRatio = 0.571: 1 lv : Actual: 221.96 psi at 0.000 ft in Span # 1 6.0 ft. 400 Fv: Allowable: 388.80 psi Load Comb: +1.200+0.50Lr+1.60L+1.60H H Max Deflections Downward L+Lr+S 0.086 in Downward Total 0.102 in Max Reactions Left Support (k) 2 L k W 0.64 3.31 0.14 0.07 0.55 3.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 834 >360 Total Dell Ratio 703 >180 Right Support - - Wood Beam Design: Beam 3 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x12, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Fb - Tension Douglas Fir - Larch 1000 psi Fc - Prll 1500 psi Fv Wood Grade: No.1 180 psi Ebend- xx 1700 ksi Density 32.21 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi D(O.060 L(0.40) . D(o.I2fimtTf0.I20) DO.OffOi5O) 20.0 ft. 7x14 H Downward L+Lr+S 0.636 in Downward Total 0.991 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 377 >360 Total Dell Ratio 242 >180 Applied Loads Unif Load: 0 = 0.0150, L = 0.10 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.613; 1 lb : Actual: 1,446.60 psi at 5.000 ft in Span # 1 Fb: Allowable: 2,361.71 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.284: 1 lv : Actual: 110.30 psi at 9.067 ft in Span #1 Fv: Allowable: 388.80 psi Load Comb: +1.200+0.50Lr+1.60L+1.60H Max Reactions (k) 2 L i! a W E Left Support 0.30 2.00 Right Support 0.30 2.00 0(0.0801 1(0.40) 1 10.011. 4x12 H Downward L+Lr+S 0.128 in Downward Total 0.147 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 936 >360 Total Dell Ratio 814 >180 Applied Loads Unit Load: 0 = 0.0150, L = 0.10 Wit, Trib= 4.50 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = N : Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support 0.: Right Support 0. 0.788; 1 2,204.21 psi at 3.750 ft in Span # 1 2798.78 psi +1,20D+0.50Lr+1.60L+1.60H 0.384: 1 149.15 psi at 0.000 ft in Span # 1 388.80 psi +1.20D+0.50Lr+1.60L+1.60H I Lr S W E 5 1.69 5 1.69 Wood Beam Design: Beam 5 4.0 ft. 400 010.020) 1(0.1333) rA 7.00. 2.24 H Downward L+Lr+S 0.174 in Downward Total 0.259 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 482 >360 Total Deft Ratio 324 >180 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: Yc;1L( Pdnled: 22 APR 2014. 10:59AM I Multiple Simple Beam ENERCALC File G:WR609O-114-223-1tCalC24-14-1.EC6 ft. - , INC. 1983-2014, Build:6.14.1.26, Ver6.14.1.26 Wood Beam Design: Beam 4 Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700k5i Density 32.21 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi 0(0.06750) 1(0.450) 7.500, 4x8 Max Deflections fi Downward L+Lr+S 0.170 in Downward Total 0.196 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 528 >360 Total Deft Ratio 459 >180 Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x10, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Pill 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0150, L = 0.10 k!ft, Trib= 1.333 It Unit Load: D = 0.0210, Lr = 0.020 Will, Trib= 2.0 ft Design Summari Max fb/Fb Ratio = 0.057; 1 fb : Actual: 147.95 psi at 2.000 ft in Span # 1 Fb: Allowable: 2,586.77 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.045: 1 N : Actual: 17.68 psi at 0.000 ft in Span # 1 - Downward L+Lr+S 0.003 in Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 18770 >360 Total Defi Ratio 13824 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2-2x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade: No. 1/No. 2 Fb - Tension 850.0 psi Fc - PrIl 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Fv: Allowable: 388.80 psi Load Comb: +1.200+0.50Lr+1.60L+1.60H Max Reactions (k) Q L kr a W Left Support 0.12 0.27 0.08 Right Support 0.12 0.27 0.08 Wood Beam Design: Double Joist Applied Loads Unif Load: 0 = 0.0150, L = 0.10 k!ft, Trib= 1.333 It Point: 0 = 0.3780, Lr = 0.360k @4.0 It Design Summary Max fb/Fb Ratio = 0.836; 1 fb : Actual: 1,990.04 psi at 3.990 ft in Span # 1 Fb: Allowable: 2,380.01 psi Load Comb: +1.200+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.254: 1 N : Actual: 98.85 psi at 6.557 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.20D+0,50Lr+1.60L+1.60H Max Reactions (k) Q k Lr s Left Support 0.23 0.47 0.15 Right Support 0.29 0.47 0.21 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: .5 Pnnted: 22 APR 2014, 10:59AM M • .Iti1'1I Simple Beam File G:PR609O-1t14-223-1tCalc24-14-1.EC6 Multiple r " - ENERCALC, INC. 1983-2014, Bulld:6.14.1.26,Ver:8.14.1.28 Wood Beam Design: HDR I Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced - Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade: No. 1/No. 2 Fb - Tension 850.0 psi Fc - PrIl 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0 = 0.0210, Lr = 0.020 kIlt, Trib= 6.0 ft Design Summary D(0.1260U10.10 - Max fb/Fb Ratio = 0.3701 fb Actual 882 51 psi at 2.750 ft in Span # I . . Th? .. Fb: Allowable: 2,382.95 psi I Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.159:1 lv : Actual: 61.78 psi at 5.060 ft in Span # 1 Fv: Allowable: 388.80 psi 5.50 0. 4X6 Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Deflections Max Reactions (k) 2 k Lr S w E H Downward L+Lr+S 0.032 in Downward Total 0.066 in Left Support 0.35 0.33 Upward L+Lr+S. 0.000 in Upward Total 0.000 in Right Support 0.35 0.33 -- Live Load Dell Ratio 2063 >360 Total Defl Ratio 1006 >180 Wood Beam Design: HDR 2 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x4, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade: No. 1/No. 2 Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0210, Lr = 0.020 kIlt, Tnb= 6.0 ft Design Summary Max fb/Fb Ratio = 0.235; 1 fb : Actual: 648.38 psi at 1.500 ft in Span # I Fb: Allowable: 2,754.00 psi Load Comb: +1.200+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.131: 1 lv : Actual: 50.85 psi at 2.710 ft in Span # I Fv: Allowable: 388.80 psi Load Comb: +1.200+1.60Lr+0.501+1.60H Max Reactions (k) 2 h L Left Support 0.19 0.18 Right Support 0.19 0.18 Wood Beam Design: HDR 3 D(0.1260Lr(0.120) I 2 3.0 fl. 4x4 Downward L+Lr+S 0.011 in Downward Total 0.023 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 3276 >360 Total Defi Ratio 1598 >180 Calculations per 2012 NDS IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 40, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade: No. iirio. Fb - Tension 850.0 psi Fc - Prll 1,400.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.570 pcf Fb - Compr 850.0 psi Fc - Perp 625.0 psi Ft 500.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: 0 = 0.0210, Lr = 0.020 kIlt, Tnb= 6.0 ft Design Summary Max fb/Fb Ratio = 0.419 1 fb : Actual: 1,152.67 psi at 2.000 ft in Span # 1 Fb : Allowable: 2,754.00 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.186: 1 lv : Actual: 72.28 psi at 0.000 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Reactions (k) 2 k L! Left Support 0.25 0.24 Right Support 0.25 0.24 1X0.I26011.0.120) 4.01%. 4x4 H Downward L+Lr+S 0.035 in Downward Total 0.071 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 1382 >360 Total Defi Ratio 674 >180 Alberio Underpinning Project Title: 2.177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: P,intd: 22 APR 2014, 10:59AM "ii , • • . File G:WR6O90114-223-1Celc24-14--1.EC6 viUu pie Simple earn ENERCALC INC 103-.2014,.Build 6141 26 Ver6 141 26 Wood Beam Design: Deck Joist Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: 0 = 0.0150, L = 0.10 k/ft, Trib= 1.333 ft Design Summary 0(0.020) L(0.1333) Max fb/Fb Ratio = 0.834 I fb Actual 2 306.07 psi at 3.500 ft in Span # 1 Fb : Allowable: 2,765.57p5i Load Comb: +1.200+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.339: 1 -' fv : Actual: 131.87 psi at 6.557 ft in Span # 1 Fv: Allowable: 388.80 psi 7.0 ft. 2x6 Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) 2 k Lr 9 w 9 H Downward L+Lr+S 0.205 in Downward Total 0.235 in Left Support 0.07 0.47 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.07 0.47 Live Load Dell Ratio 410 >360 Total Defi Ratio 356 >180 Wood Beam Design: Deck Joist Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x10, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf Fb - Compr 1000.0 psi Fc - POrp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0150, L = 0.10 k/ft, Trib= 1.333 ft Design Summary Max fb/Fb Ratio = 0.671 I fb : Actual: 1,516.03 psi at 4.785 ft in Span # I Fb: Allowable: 2,259.10 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.360: 1 N : Actual: 139.99 psi at 10.230 ft in Span # I Fv: Allowable: 388.80 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) 2 L ]Jr Left Support 0.10 0.64 Right Support 0.20 1.36 t D(0.020) L(0.1333) 11.011 4.0 ft. 200 ii Downward L+Lr+S 0.181 in Downward Total 0.208 in Upward L+Lr+S -0.099 in Upward Total -0.114 in Live Load Defi Ratio 730 >360 Total Defi Ratio 635 >180 Alberio Underpinning 2?77 Rockinghorse Rd. Rancho Palos Verdres, Ca. Steel Beam Project Title: Engineer: Project Descr: Project ID: Pnnted: 22 APR 2014, 9:50AM File = G.PR6090i14-223-1Calc24-14-1.EC6 LC. INC. 1983-2014. Build:6.14.1.26, Ver.6.14.1.26 Description: Beam 6 Phase I CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Fy: Steel Yield: 50.0 ksi E: Modulus: 29,000.0 ksi 0(0.225) 1(0.65 I, Span = 22.0 ft W8x48 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 15.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu: Applied Mn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.424: 1 W8x48 77.900 k-ft 183.750k-ft +1.20040.50Lr+1.60L+1.60H 11.000ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.139 : W8x48 14.164 k 102.0 k +1.20D*0.50Lr+1.60L+1.60H 0.000 ft Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.597 in Ratio = 441 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.869 in Ratio = 304 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx +1.40D+1.60H Dsgn. L= 22.00 It 1 0.126 0.041 23.12 23.12 204.17 183.75 1.00 1.00 4.20 102.00 102.00 +1.200+0.50Lr+1.60L+1.60H Dsgn. L= 22.00 It 1 0.424 0.139 77.90 77.90 204.17 183.75 1.00 1.00 14.16 102.00 102.00 +1.20D+1.60L*0.50S+1.60H Dsgn. L = 22.00 It 1 0.424 0.139 77.90 77.90 204.17 183.75 1.00 1.00 14.16 102.00 102.00 +1.200+1.60Lr40.50L+1.60H Dsgn. L= 22.00 ft 1 0.207 0.068 37.97 • 37.97 204.17 183.75 1.00 1.00 6.90 102.00 102.00 +1.200+1.60Lr4O.50W+1.60H Dsgn. L= 22.00 It 1 0.108 0.035 19.82 19.82 204.17 183.75 1.00 1.00 3.60 102.00 102.00 +1.20D+0.50L+1.60S+1.60H Dsgn. L= 22.00 It 1 0.207 0.068 37.97 37.97 204.17 183.75 1.00 1.00 6.90 102.00 102.00 +1.200+1.60S'0.50W+1.60H Dsgn.L = 22.00 ft 1 0.108 0.035 19.82 19.82 204.17 183.75 1.00 1.00 3.60 102.00 102.00 +1.20D40.50Lr40.50L+W+1.60H Dsgn. L = 22.00 It 1 0.207 0.068 37.97 37.97 204.17 183.75 1.00 1.00 6.90 102.00 102.00 +1.20040.50L40.505+W+1.60H Dsgn. L= 22.00 ft 1 0.207 0.068 37.97 37.97 204.17 183.75 1.00 1.00 6.90 102.00 102.00 +1.20D+0.50L40.20SE+1.60H Dsgn L = 22.00 It 1 0.207 0.068 37.97 37.97 204.17 183.75 1.00 1.00 6.90 102.00 102.00 .90D+W+0.90H Dsgn. L = 22.00 ft 1 0.081 0.026 14.86 14.86 204.17 183.75 1.00 1.00 2.70 102.00 102.00 40.90D+€40.90H Dsgn.L= 22.00ft 1 0.081 0.026 14.86 14.86 204.17 183.75 1.00 1.00 2.70 102.00 102.00 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: Pnnled: 22 APR 2014, 9:58AM ee, earn Steel B File G:l.PR6090-114-223-1Calc24-14--1.EC6 . ENERcALc. INC. 1983-2014. Build-.6.14.1.26. Ver:6.14.1.26 Description: Beam 6 Phase I Overall Maximum Deflections - UflfäctOrédLóáds Load Combination Span Max. "-" Dell Location in Span Load Combination Max. '+ Dell Location in Span - D+L . 1 0.8692 11.110 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.603 9.603 Overall MiNimum 3.003 3.003 O Only 3.003 3.003 L Only 6.600 6.600 D+L 9.603 9.603 Column Specifications Size Grade L (ft) WI plf W2 plf POL PL PL. CSI le! d 4x4 No. I D.F.L. 12 10 10 1150 5 1000 0.9644 41 46 No. I D.F.L. 12 10 10 2550 5 2500 0.9618 26 6x6 No. 1 D.F.L. 12 10 10 8000 5 7600 0.9925 26 6x8 No. 1 D.F.L. 12 10 10 12000 5 12000 0.7525 20 4x8 No. 1D.F.L. 12 10 10 6250 5 6250 0.9532 20 Notes: Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 13. of 20 p a - ((~) Lf Ucc. (Z Q. V9 IL c Palos Verdes Engineering Corporation Consulting Civil and Structural Engineers Room T meow -mmo-Amm, 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO OF________ CALCULATED BY DATE CHECK BY DATE SCALE Diaphragm Calculations Diaphragm Level I "X" Axis Sub-Diaphragms X Axis Grid Lines Wind Load Seismic Load Diaphragm Block Depth Left Right Bottom Top Left Right Left Right Shear (plO Diaphragm 22.00 A B 2 3 492 430 360 360 22 No 34.00. B C 1 3 830 946 1360 1360 40 No 12.00 C D 1 2, 167 167 65 65 14 No Diaphragm Width Dxl 9.00 Dx2 22.00 Dx3 3.00 Nailing 8d @ 6" o.c. 8d @ 6" o.c. 8d @ 6' o.c. Check Hole in Diaphragm Hole # Width Depth Grid Lines Maximum Force Left Right Bottom Top At Corner ii Nailing Straping Diaphragm, Defiectionat Cantilevered Diaphragms Diaphragm Specifications Diaphragm Blocked Calculated Deflection Allowable Deflection 0 Panels to be applied perpendicular to framing members Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 15 of 20 Diaphragm Calculations Diaphragm Level I "Y" Axis Sub-Diaphragms X Axis Grid Lines Diaphragm Width Depth Wind Load Seismic Load Diaphragm Block Nailing Left Right Bottom Top Left Right Left Right Shear (plo Diaphragm Dyl 12.00 25.00 B D 1 2 627 517 546 546 25 No 8d @ 6' o.c. Dy2 22.00 31.00 A C 2 3 856 1031 1240 1240 40 No 8d @6" o.c. Check Hole in Diaphragm Hole # Width Depth Grid Lines Maximum Force Left Right Bottom Top At Corner # Nailing Straping Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Specifications Diaphragm Blocked Calculated Deflection Allowable Deflection 0 Panels to be applied perpendicular to framing members Job Number 24-14-223 Project Engineer Paul S. Christenson Date 4/2212014 Page Number 16 of 20 Grid Line Level Diaphragm Type Seismic Design Category Wind Design Wall # Length 3.00 2 3.00 = 2 Wind Load = 219 # = 2 Seismic Load 1131 # = Roof Rho Factor = 1.30 D Critical Load = Seismic = 110 mph Exp. C Total Length of S.W. This Line = 6 ft Shear Wall Data and Base Shear Calculations Height HM Ratio BS Wind 2W/H BS Seismic S.W. Type ' Sill Plate Washers 8.00 2.67 47 0.75 251 B 3x Sill Plate Yes 8.00 2.67 47 0.75 251 B 3x Sill Plate Yes Shear Wall Calculations Grid Line Data and Loads Shear Wall Data and Uplift Calculations Wind Additional Wail 4 Dead Load pif Wind Suction pif Distance Additional Distance Uplift Left Uplift Right Uplift Left Left Uplift Right Right 488 -284.79 0 0.00 0 0.00 360 360 2 488 -284.79 0 0.00 0 0.00 360 360 Shear Wail Data and Uplift Calculations Seismic Dead Load Additional Distance Additional Distance Uplift Left Uplift Right Holdown Holdown Wall # plf Uplift Left Left Uplift Right Right Type Left Type Right 1 488 0 000 0 0.00 1068 1068 G G 2 488 0 0.00 0 0.00 1068 1068 A A Notes: All panel edges to be edge nailed 4). Job Number Project Engineer Date Page Number 24-14-223 Paul S. Christenson 412212014 17 of 20 Shear Wall Calculations Grid Line Data and Loads Grid Line = 2 Wind Load = 2296 # Level = I Seismic Load = 3643 # Diaphragm Type = Floor Rho Factor = 1.30 Seismic Design Category = 0 Critical Load = Seismic Wind Design = 110 mph Exp. C Total Length of S.W. This Line = 8 ft Shear Wall Data and Base Shear Calculations Wail # Length Height MM Ratio BS Wind 2WIH BS Seismic S.W. Type Sill Plate Washers 1 3.00 8.00 2.67 287 0.75 607 E 3x Sill Plate Yes 2 5.00 8.00 Existing CMU Block Wail carrying 607 plf Shear Wall Data and Uplift Calculatiofls Wind Additional Distance Additional Distance Wall # Dead Load plf Wind Suction plf Uplift Left Uplift Right Uplift Left Left Uplift Right Right 1 540 -328.61 0 0.00 0 0.00 2303 2303 Shear Wall Data and Uplift Calculations Seismic Wall # Dead Load Additional Distance Additional Distance Uplift Left Uplift Right Holdown Holdowrt pif Uplift Left Left Uplift Right Right Type Left Type Right 1 540 0 0.00 0 0.00 3157 3157 C C Notes: All panel edges to be edge nailed Job Number Project Engineer Date Page Number 24-14-223 Paul S. Christenson 412212014 18 of 20 Shear Wall Schedule Seismic Design Category D, E, or F Shear Wall Capacity Specifications Type A Zia 15/32' APA rated sheathing one face with 8d nails at 6" o.c. edge and 12" o.c. field. 5/8" 4' x 12" long Anchor Bolts @ 48" o.c. 2x sill plate B 320 15/32" APA rated sheathing one face with 8d nails at 4' o.c. edge and 12" ac. field. 3x framing members at adjoining panel edges 5/8" 4' x 12" long Anchor Bolts @ 48" o.c. 3x sill plate c 410 15/32' APA rated sheathing one face with 8d nails at 3" o.c. edge and 12" o.c. field. 3x framing members at adjoining panel edges 5/8" $ x 12" long Anchor Bolts @42" o.c. 3x sill plate 15/32" APA rated sheathing one face with 8d nails at 2" o.c. edge and 12' o.c. field. D 545 3x framing members at adjoining panel edges 5/8" 4, x 12" long Anchor Bolts @ 32" o.c. 3x sill plate 15/32" APA rated sheathing both faces with 8d nails at 4" o.c. edge and 12' o.c. field. E 640 3x framing members at adjoining panel edges 5/8" 4' x 12' long Anchor Bolts @ 24" o.c. 3x sill plate 15/32" APA rated sheathing one face with 1 a nails at 2' o.c. edge and 12" o.c. field. F 650 3x framing members at adjoining panel edges .5/8' $ x 12" long Anchor Bolts © 24" o.c. 3x sill plate 15/32" APA rated sheathing both faces with 8d nails at 3" o.c. edge and 12" o.c. field. G 820 3x framing members at adjoining panel edges 5/8" 4, x 12" long Anchor Bolts © 16" o.c. 3x sill plate 15/32" APA rated sheathing both faces with 8d nails at 2" o.c. edge and 12" o.c. field. H 1090 3x framing members at adjoining panel edges 5/8" 4' x 12" long Anchor Bolts © 16" o.c. 3x sill plate 15/32" APA rated sheathing both faces with lOd nails at 2" o.c. edge and 12" o.c. field. 1300 3x framing members at adjoining panel edges 5/8" 4' x 12" long Anchor Bolts @ 12" o.c. 3x sill plate Notes Where panels applied on both faces of a wall and nail spacing is less than 6 inches o.c. on either side, panel joints shall be offset to fall on different framing members, or framing shall be 3-inch nominal or thicker at adjoining panel edges and nails on each side shall be staggered. Galvanized nails shall be hot dipped or tumbled. Framing members or blocking required at all panel edges in shear wall. All shear wall values are based on 16" o.c. stud spacing. 2 anchors minimum per sheer well. All Framing members used in the construction of shear walls to be Douglas Fir Larch. Job Number Project Engineer Date Page Number 24-14-223 Paul S. Christenson 412212014 19 of 20 Holdown Specifications First Floor Holdown Table Holdown Type Holdown Name 1,2 Minimum Required post Required Bolt 4,5 Capacity A HDU2-SDS2.5 2-2X4 or 2-2x6 SSTB14 1,969 # B HDU4-SDS2.5 2-2X4 or 2-2x6 SSTB16 3,143 # C - HDU5-SDS2.5 2-2X4 or 2-24 SSTB24 4,073 # D HDtJ8-SDS2.5 06 SSTB28 6,263 # E HDt.J11-SDS2.5 4X6 SSTB28 7,575# F HHDQ14-SDS2.5 4x8 or 6x6 1" dia. Threaded Rod 11,025 # Notes Holdowns may be raised off the sill with no reduction in load. All screws to be Simpson SDS 1/4" x 2 1/2". All holdown post and sill plates are designed to be Douglas Fir Larch. See detail 52 in plans for anchor and footing requirements at HHDQI4 holdown type F. Use Simpson SSTBL for shear walls with 3x sill plates. Connect double holdown studs together with 24-16d sinker nails minimum. Second Floor Holdown Table Holdown Type Holdown Name Required Length 1,2 Required Nails Mm. Required post Capacity G CSI6 Strap 32" Long 26-8d or 22-lad 2x4 or 2x6 1,279 # H MSTC40 Strap 40" Long 36-16d Sinkers 2-2X4 or 2-2x6 2,250 # MSTC52 Strap 52" Long 48-16d Sinkers 4x4 3,000 # J MSTC66 Strap 66" Long 68-16d Sinkers 4x4 4,245 # K CMSTI4 Strap 76" Long 66-16d 4x4 4,868 # L CMST12 Strap 94" Long 86-16d 46 6,926 # Notes Centerline of strap to be center of rim joist. Maximum clear span to be 16". All nails to be common wire unless noted otherwise. Minimum post required to be installed in upper and lower wall framing. Connect double holdown studs together with 24-16d sinker nails minimum. ATS Holdown Table Holdown Type Holdown Name Required Length 1,2 Required NaIIS 3 Mm. Required post Capacity G CS16 Strap 32" Long 26-8d or 22-lad 2x4 or 2x6 1,279 # H MSTC40 Strap 40" Long 36-16d Sinkers 2-2X4 or 2-2x6 2,250 # I MSTC52 Strap 52" Long 48-16d Sinkers 4x4 3,000 # J MSTC66 Strap 66" Long 68-16d Sinkers 4x4 4,245 # K CMSTI4 Strap 76" Long 66-16d 4x4 4,868 # L CMST12 Strap 94" Long 86-16d 46 6,926 # Notes Centerline of strap to be center of rim joist. Maximum clear span to be 16" All nails to be common wire unless noted otherwise. Minimum post required to be installed in upper and lower wall framing. Connect double holdown studs together with 24-16d sinker nails minimum. Job Number Project Engineer Date Page Number 24-14-223 Paul S. Christenson 412212014 20 of 20 Paul Siit6h RCE C57182, exp. 12/31/15 O Please Respond To: 663 Valley Avenue, Suite 101 Solana Beach California 92075 858 509 8505 858 509 8515 FAX sandiegopvec.ôom O Please Respond To: 27520 Hawthorne Blvd. Suite 250 Rolling Hills Estates California 90274-3512 310 541 5055 310 541 0321 FAX info@pvec.com Structural Calculations Residential Additioni1iIIi1 Prepared For Matt Harelson 1641 Amente Court Carlsbad, CA 92011 Project 180-190 Walnut Avenue Carlsbad, CA 92008 RECEIVED MAY 2o2O14 CITY OF CARLSBP BUILDING DIVISIO PROJECT ENGINEER April 22, 2014 PVEC File No. 24-14-223 14. st5,97 Table of Contents Section Title Table of Contents Loading and Soil Information ASCE 7-05 Seismic Calculations USGS Design Spectral Accelleration Beam Specifications Header and Footing Specifications Beams, Headers, & Rafters Enercaic Printouts Column Specifications Guardrail Calculations Shear Diaphragm Calculations Steel Strong Wall Calculations Page # Comments: I 2 3 4 5 6 7 13 14 15 17 All calculations conform to the 2010 CBC, 2009 IBC, and ASCE 7-10 Project Engineer Paul S. Christenson Date 412212014 Page Number I of 23 Case 2 A 0.00 psf B 0.00 psf C 0.00 psf D 0.00 psf E 0.00 psf F 0.00 psf G 0.00 psf H 0.00 psf 0.00 psf Gob 0.00 psf V = 0.123W Loading Information Roofing Sheathing Framing Insulation Ceiling Misc. Wall ( Seismic only Total DL Total LL Total DL ( Seismic) Roof Loads Floor Loads = 4 psf Sheathing = 2.3 psf = 1.5 psf Framing = 5 psf = 2.5 psf Insulation = 3.2 psf = 3.2 psf Ceiling = 2.5 psf = 2.5 psf Misc. = 2 psf = 1.3 psf Wall (Seismic only) = 10 = 5 psf = 15 psf Total DL = 15 psf = 20 psf Total LL = 40 psf = 20 psf Total DL ( Seismic) = 25 psf Response Modification Factor System Overstrength Factor Spectral Response Short Period Spectral Response Long Period Wind Loading = 110 mph 3 second gust = C Case I = A 26.14 psf = B 10.00 psf = C 17.42 psf = D 10.00 psf = E -27.95 psf = F -15.85 psf = G -19.36 psf = H -13.07 psf = EOh -39.08 psf = Gob -30.61 psf Seismic Loading = 0 Section 11.4.1 ASCE 7-05 II Table 11.5-1ASCE 7-05 = 0 Section 11.6 ASCE 7-05 = 1.00 Section 11.5 ASCE 7-05 Basic Wind Speed Exposure Category End Zone of Wall End Zone of Roof Interior Zone of Wall Interior Zone of Roof End Zone of Windward Roof End Zone of Leeward Roof Interior Zone of Windward Roof Interior Zone of Leeward Roof End Zone of Windward Roof Overhang Interior Zone of Windward Roof Overhang Site Clasification Seismic Use Group Seismic Design Category Importance Factor R = 6.5 Table12.2-1 ASCE 7-05 00 = 3 Table12.2-1 ASCE 7-05 Ss 1.16 Seismic ground motion maps chapter 22 ASCE7-05 SL = 0.45 Seismic ground motion maps chapter 22 ASCE7-05 Soil information Foundation Designed for 2010 CBC Minimums Report Number Date Job Number 24-14-223 Footing Depth = 24 in Project Engineer Paul S. Christenson Footing Width = 18 in Date 412212014 Soil Pressure = 1500 psf Page Number 2 of 23 ASCE 7-05 Seismic Calculations I Seismic Reponse Calculations I Spectral Response Short Period S 1.161 Seismic ground motion maps chapter 22 ASCE7-0 Spectral Response Long Period SL = 0.45 Seismic ground motion maps chapter 22 ASCE7-05 MCER Short periods - SMS = Fa Ss Equation 11.4-1 MCER Long Periods 5M1 = Fa Si Equation 11.4-2 Coefficient Fa = 1.0 Table 11.4-1 Coefficient F = 1.5 Table 11.4-2 MCER Short Periods SMS = 1.202 MCER Long Periods SM1 = 0.668 Design Spectral Acceleration Short Period SDS = 2/3 SMs Equation 11.4-3 Design Spectral Acceleration Long Period SDI = 2/3 SMI Equation 11.4-4 Design Spectral Acceleration Short Period 5DS = 0.802 Design Spectral Acceleration Long Period SDI = 0.445 Seismic Response Coefficient Cs = (Sos i(RIlr)) Equation 12.8-2 Response Modification Factor R = 6.5 Table 12.2-1 Importance Factor Ir = 1.00 Table 12.2-1 Seismic Response Coefficient C8 = 0.1233 IMaximum Seismic Response Coefficient Calculations I Maximum Seismic Response Coefficient C. = (Soil(Tu(RIlr))) Equation 12.8-3 Approximate Fundamental Period Tu Cth X Equation 12.8-7 Building Period Coefficient Ct = 0.02 Table 12.8-2 Building Period Coefficient x = 0.75 Table 12.8-2 Approximate Fundamental Period Tu = 0.1524398 Maximum Seismic Response Coefficient C. = 0.4491 I IMinimum Seismic Response Coefficient Calculations Minimum Seismic Response Coefficient C. = 6.044(Soslr) Equation 12.8-5 Minimum Seismic Response Coefficient C. = 0.0100 I Seismic Base Shear V = 0.1233 W Equation 12.8-1 Job Number Project Engineer. Date Page Number 24-14-223 Paul S. Christenson 4122/2014 3 of 23 0 MpQuest q&d,ejLu'i14 t.,Iyuu Oviapa sJuIInly IJSGS Design Maps Summary Report User-Specified Input Report Title 180-190 Walnut Ave. Tue April 22, 2014 16:45:14 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15460 N, 117.3494°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/11/111 I S out h 0 rnapqust USGS-Provided Output S= 1.161g 5MS 1.202g SDS= 0.802g S= 0.445 g S141 = 0.692 g S01 = 0.461 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. Vista Oceansde *Car1sbad LN 0 R NV \\ .\\:.... \\ fin 04 @2O14I IQ MCER Response Spectrum 1.42 LIT 0.52 01 26- 0.13 0.00 I I I I I I I 0.00 0.20 0.40 0.0 0.90 1.00 1.20 1.40 1.0 1.20 2.00 Period, T (sec) Design Response Spectrum 0.90 0. j. 0.19 0.09 0.00 I I I I I I I I I 0.00 0.20 0.40 0.0 0.90 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) For PGA,,, T1, C,, and C 1 values, please view the detailed report. 17.3494siteclass=3&rislategory0&editi... 112 Beam Specifications Beam # Size Grade and Type Beam #1 4x14 No. I D.F.L. Beam #2 7'xI6" 2.OE PSL Beam #3 4x8 No. I D.F.L. Beam #4 8x8 No. I D.F.L. Beam #5 8x8 No. I D.F.L. Beam #6 4x8 No. I D.F.L. Location Deck Beam Deck Beam Deck Beam Deck Beam Deck Beam Floor Girder Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 5 of 23 Header Specifications Size Grade and Type Length Level Header # 4x4 No. I D.F.L. 3-0" Roof Load Only HDR I 4x6 No: I D.F.L. 51-0" Roof Load Only HDR 2 46 No. I D.F.L. 51 011 Roof Load Only HDR 3 4x4 No. 1 D.F.L. 3'-O" Roof Load Only 4x4 No. I D.F.L. 31-0" Roof Load Only Footing Specifications Footing Width = 18 in Allowable Soil Bearing Pressure = 1500 psf Footing Depth = 24 in Maximum allowable load on footing = 2250 plf Minimum # Bars = I Top and Bottom Maximum point load on continuous footing = 8637 # Size of Bars = 4 Area of steel used for calculations = 0.20 in' Pad Footing Specifications Maximu Footing # Size Depth Rebar m Load 1 24" x 24" 24 No rebar required 6000 2 30" x 30" 24 #4 bars @ 8" o.c. each way 3" clear from bottom of footing 9375 3 36" x 36" 24 #4 bars © 5" o.c. each way 3" clear from bottom of footing 13500 Job Number 24-14-223 Project Engineer Paul S. Christenson Date 4122/2014 Page Number 6 of 23 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres Ca. Project Descr: - Printed: 22 APR 2014, 10:44AM . ..... .s...,. ... ,, ,. •-. FlTeG:lPR6O9O-1t14-223-1tCalc24-14-l.EC6 iviuuiupie irnpe eam.... : . . . '.'-' :- -.. •.. -.ENERCALC, lNC1983-2O14BulId:6.14.1.26, Ver:6.14.1.26 Description: Beam 1-6, HOR 1-5 Calculations Phase II Wood Beam Design: Beam I Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x14, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000,0 psi Fc - Pril 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: 0 = 0.0210, Lr = 0.020 k/ft, Trib= 11.0 ft Design Summary Max fb/Fb Ratio = 0.429.1 fb : Actual: 921.58 psi at 5.000 ft in Span # 1 Fb: Allowable: 2,145.98 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.204: 1 fv : Actual: 79.37 psi at 8.900 ft in Span # 1 Fv : Allowable: 388.80 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Reactions (k) 2 . L Left Support 1.16 1.10 Right Support 1.16 1.10 Wood Beam Desian: Ream 2 D(O.2310) Lr(0.220) -. ........ - I--I.' ''4) x . 10.011. 4x14 jj Downward L+Lr+S 0.043 in Downward t oiat U.Uoe in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 2781 >360. Total Defi Ratio 1356 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 7x16, Parallam, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: Parallam PSL 2.OE Fb - Tension 2,600.0 psi ' Fc - PrIl 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 32.210 pd Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unit Load: D = 0.0210, Lr = 0.020 kIlt, Trib= 12.0 ft Point: 0 = 1.160, Lr = 1.10k © 10.50 ft Design _Summary Max thlFb Ratio = 0.392; 1 lb : Actual: 2,185.14 psi at 10.500 ft in Span #1 Fb: Allowable: 5,579.34 psi Load Comb: +1.20D+1.60Lr+0.50L+1 .60H Max fvlFvRatio = 0.171: 1 lv : Actual: 105.41 psi at 19.670 ft in Span # 1 Fv: Allowable: 615.60 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Reactions (k) 2 L Li S W Left Support 3.23 3.07 Right Support 3.23 3.07 ft' 'I D(0.252011 Lr(O.240) 21.011, 706 Downward L+Lr+S 0.298 in Downward Total 0.611 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 845>360 Total Dell Ratio 412>180 Wood Beam Design: Beam 3 Calculationsper2012NDS,IBC 2012,CBC2013,ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PHI 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0210, Lr = 0.020 kIlt, Trib= 4.0 ft Design Summary Max fblFb Ratio 0.144 1 lb : Actual: 402.96 psi at 3.000 ft in Span # I Fb: Allowable: 2,800.71 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fvlFvRatio = 0.083: 1 Iv : Actual: 32.46 psi at 5.400 ft in Span # I Fv : Allowable: 388.80 psi Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Reactions (k) 2 L l Left Support 0.25 0.24 Right Support 0.25 0.24 O(0.084011-r(0.00 I Mitt 0.0 ft. 4x8 IA IJCIV'tI O Downward L+Lr+S 0.012 in Downward Total 0.025 in Upward L+Lr+S 0.000 in Upward Total , 0.000 in Live Load Dell Ratio 5800 >360 Total Dell Ratio 2829 >180 Alberio Underpinning 2177 Rockinghorse Rd. Rancho Palos Verdres, Ca. Project Title: Engineer: Project Descr: Project ID: P Printed: 22 APR 2014. 10:44AM I . • • Fite= G:1PR6090-1114-223-I\Calà'124-14--1.ECS Multiple Simple Begim -- ENERCALC, INC. 1983-2014, Buld:6.14.1.26, Ver:6.14.1.28 Wood Beam Design: Beam 4 ____- . Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 8x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000.0 psi Fc - PrO 1,500.0 psi Fv 180.0 psi Ebend- xx 1700.0 ksi Density 32.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: D = 0.0210, Lr = 0.020 k/ft, Trib= 2.0 ft Point: 0 = 0.250, Lr = 0.240 k @4.0 ft Design Summan' Max fblFb Ratio = 0.180; 1 lb : Actual: 389.67 psi at 4.000 ft in Span # 1 Fb : Allowable: 2,160.00 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.050: 1 lv : Actual: 19.45 psi at 0.000 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.20D+1.60Lr+0.501+1.60H Max Reactions (k) 2 i ti Left Support 0.29 0.28 Right Support 0.29 0.28 D(O.0420j Lr(O.040) :-• ) ' I -. .. . 4 8.0 ft. 8x8 Downward L+Lr+S 0.018 in Downward Total 0.037 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 5278 >360 Total Defi Ratio 2580 >180 Wood Beam Design : Beam 5 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 8x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pd Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0210, Lr = 0.020 k/ft, Trib= 2.0 ft Design Summary 0(0.0420L0.040) Max fb/Fb Ratio = 0.041; 1 I:.. fb Actual 87.86 psi at 3.000 ft in Span # 1 Fb: Allowable: 2,160.00 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H L) Max fv/FvRatio = 0.019: 1 / lv : Actual: 7.26 psi at 5.380 ft in Span # 1 Fv: Allowable: 388.80 psi 6.011. 8x8 Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max Deflections -_ Max Reactions (k) 2 i ir A w g H Downward L+Lr+S 0.003 in Downward Total 0.005 in Left Support 0.13 0.12 Upward L+Lr+S 0.000 in Upward Total 0.000 in -Right Support 0.13 0.12 Live Load Defi Ratio 27522 >360 Total Dell Ratio 13425 >180 Wood Beam Design: Beam 6 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 3EAM Size: 4x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch . Wood Grade: No.1 1 Fb - Tension 1,000.0 psi Fc - PrIl ,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: 0 = 0.0150, L = 0.060 k/ft, Trib= 6.0 ft Design Summary Max fblFb Ratio = 0.864.1 lb : Actual: 2,417.64 psi at 4.250 ft in Span # 1 Fb : Allowable: 2,797.46 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max fv/FvRatio = 0.380: 1 lv : Actual: 147.78 psi at 7.905 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.20D+0.50Lr+1.60L+1.60H Max Reactions (k) 2 1 Lr a W E Left Support 0.38 1.53 Right Support 0.38 1.53 D(0.090) L(0.360) ."- () (_) A 8.50 ft. 4x8 ij Downward L+Lr+S 0.225 in Downward Total U.1 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 453 >360 Total Dell Ratio 362 >180 Alberio Underpinning Project Title: 217 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Co. Project Descr: - Punted: 22 APR 2014. 10:44AM Multiple earn FileG:tPR6O9O-114-223-1calc24-14-1.EC6 Simple ENERCALC, INC. 1983-2014, Bulld:6.14.1.26, Ver:6.14.1.26 Wood Beam Design: HDR I Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 - BEAM Size: 4x4, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pd Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: 0 = 0.0210, Lr = 0.020 kIlt, Trib= 2.0 ft Design Summary 0(0.0420) Lr(0.040) 0 Max fb/Fb Ratio = 0.067; 1 n lb : Actual: 216.13 psi at 1.500 ft in Span #1 . .•• - .......'• Fb : Allowable: 3,240.00 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H , Max fv/FvRatio = 0.044: 1 lv : Actual: 16.95 psi at 2.710 ft in Span #1 Fv: Allowable: 388.80 psi 300, 4x4 _________________________ Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Deflections Max Reactions (k) Q I. Lr S w E tj Downward L+Lr+S 0.003 in Downward Total 0.007 in Left Support 0.06 0.06 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.06 0.06 - Live Load Defi Ratio 10442 >360 Total Dell Ratio 5093>180 Wood Beam Design: HDR 2 Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: 0 = 0.0210, Lr = 0.020 kIlt, Trib= 2.0 ft Point: D = 0.250, Lr = 0.240k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.294 I lb : Actual: 824.56 psi at 2.500 ft in Span # 1 Fb: Allowable: 2,803.47 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.116 I fv : Actual: 44.92 psi at 4.550 ft in Span # 1 Fv : Allowable: 388.80 psi Load Comb: +1.20D+1.60Lr+0.50L+1.6011 Max Reactions (k) Q k Lr a W E Left Support 0.23 0.22 Right Support 0.23 0.22 Wood Beam Desiqn: HDR 3 0(0.0420Lr(O.040) 10 .1 5.0 II, 4)t6 H Downward L+Lr+S 0.020 in Downward Total 0.041 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 2998 >360 Total Dell Ratio 1466 >180 Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: 0 = 0.0210, Lr = 0.020 kIlt, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.217-1 lb : Actual: 607.79 psi at 2.500 ft in Span # 1 Fb : Allowable: 2,803.47 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.118:1 lv : Actual: 45.69 psi at 4.550 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.20D+1.6OLr+0.50L+1.60H Max Reactions (k) fl 1. Lr i W E Left Support 0.26 0.25 Right Support 0.26 0.25 0(0.1050) Lr(0.10) 1 5.0 fl. 4x6 ij Downward L+Lr+S 0.017 in Downward Total 0.035 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 3501 >360 Total Dell Ratio 1707 >180 Alberlo Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: & Printed: 22 APR 2014. 10:44AM File G:tPR609D-114-223-1Calc24-14--1.EC6 iv.Uu 1pe impe earn 1. ENERCAIC INC 1983-2014 Build 8 141 26 Ver6 14 1 26 Wood Beam Design: HDR 4 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 40, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pct Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0210, Lr = 0.020 k/lt, Trib= 7.0 ft Design Summary Max fb/Fb Ratio = 0.233 1 fb : Actual: 756.44 psi at 1.500 It in Span #1 Fb: Allowable: 3,240.00 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.153:1 - fv : Actual: . 59.32 psi at 2.710 ft in Span # 1 Fv Allowable: 388.80 psi 3.0 0. 4X4 Load Comb: +1.20D+1.60Lr+0.50L+.1 .60H Max Deflections Max Reactions (k) Q k kr I fi V E fl Downward L+Lr+S 0.012 in Downward Total Left Support 0.22 0.21 Upward L+Lr+S 0.000 in Upward Total Right Support 0.22 0.21 Live Load Defi Ratio 2963 >360 Total Defi Ratio Wood Beam Desian: HDR 5 0.025 in 0.000 in 1455 >180 Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x4, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrlI 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: 0 = 0.0210, Lr = 0.020 kilt, Trib= 5.0 It Design Summary Max fb/Fb Ratio = 0.167; 1 fb : Actual: 540.31 psi at 1.500 ft in Span # 1 Fb :Allowable: 3,240.00.psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fv/FvRatio = 0.109:1 fv : Actual: 42.37 psi at 2.710 ft in Span U 1 Fv: Allowable: 388.80 psi Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Reactions (k) Q L Lr a W Left Support 0.16 0.15 Right Support 0.16 0.15 1)(0.1059) 1.00.10) 3.00. 4x4 .--.- ....-_ ........................... Max Deflections jj Downward L+Lr+S 0.009 in Downward Total 0.018 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defi Ratio 4176 >360 Total Defi Ratio 2037 >180 Alberio Underpinning Project Title: 2177 Rockinghorse Rd. Engineer: Project ID: Rancho Palos Verdres, Ca. Project Descr: ?M' Printed: 22 APR 2014. 10:53AM File = G:lPR6O9O-114-223-ltcalcl24-14--1.EC6 Multiple Simple Beam ENERCAIC, INC. 1983-2014, Build:6.14.1.26, Ver:6.14.1.26 Description: Rafter and Joist Calculations Phase II - Wood Beam Design: Rafters Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2*12, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D =0.0210, Desian Summary Max fb/Fb Ratio = lb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable: Load Comb: Max Reactions (k) Left Support 0. Right Support 0. Lr = 0.020 kIlt, Trib= 2.0 ft 0.323; 1 656.23 psi at 5.500 ft in Span # I 2,032.49 psi +1.20D+1.60Lri0.50L+1,60H 0.120:1 46.61 psi at 0.000 ft in Span # 1 388.80 psi +1.20D+1,60Lr+0.50L+1,60H L Lr S W 0.22 0.22 D(0.042% Lr( t. ... - 11.011, 2x12 1:1 Downward L+Lr+S 0.044 in Downward Total 0.090 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 3014 >360 Total Dell Ratio 1470 >180 Wood Beam Design: Rafters Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 4x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Density 32.210pcl Applied Loads Unit Load: D = 0.0210, Lr = 0.020 kIlt, Trib= 2.0 It Design Summary Max fb/Fb Ratio = 0.055; 1 fb : Actual: 155.59 psi at 2.000 ft in Span # 1 Fb : Allowable: 2,804.39 psi Load Comb: +1,20D+1.60Lr+0.50L+1.60H Max fvlFvRatio = 0.035: 1 fv : Actual: 13.79 psi at 0.000 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.200+1.60Lr+0.50L+1.60H Max Reactions (k) 12 i lar a W Left Support 0.08 0.08 Right Support 0.08 0.08 D10.042OLLr(O.040) /\ 4.011, 4x8 H Downward L+Lr+S 0.003 in Downward Total 0.006 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 17095 >360 Total Dell Ratio 8339 >180 Wood Beam Design: Rafters Calculations per 2012 NOS, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x6, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210 pcI Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unit Load: D = 0.0210, Lr = 0.020 kIlt, Tnb= 2.0 ft Design Summary Max fb/Fb Ratio = 0.828 1 lb : Actual: 2,269.09 psi at 5.000 ft in Span # I Fb: Allowable: 2,739.50 psi Load Comb: +1.20D+1.60Lr+0.50L+1.60H Max fvlFvRatio = 0.244: 1 fv : Actual: 94.99 psi at 9.567 ft in Span # 1 Fv: Allowable: 388.80 psi Load Comb: +1.20D+1.6OLr+0.50L+1.60H Max Reactions (k) 2 L Li Left Support 0.21 0.20 Right Support 0.21 0.20 1)(0.0420)Ir(.040) 10.011, 24 ! Downward L+Lr+S 0.256 in Downward Total 0.525 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 468 >360 Total Dell Ratio 228 >180 Alberlo Underpinning 2177 Rockinghorse Rd. Rancho Palos Verdres, Ca. Multiple Simple Beam Project I itle: Engineer: Project Descr: Project ID: Piinled: 22 APR 2014, 10:53AM File G:1PR6090-1t14-223-1tCalc24-14--1.EC6 Wood Beam Design: Deck Joist Calculations per 2012_NDS,IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 2x8, Sawn, Fully Unbraced Using Load Resistance Factor Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - PrIl 1,500.0 psi. Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 32.210pc1 Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unil Load: 0 = 0.0 150, L = 0.10 k/fl, Trib= 1.333 ft Desiqn summary 1 Maxfb/Fb Ratio — . 0(0.020)1(0.1333) — 871.1 fb : Actual 2,193.87 psi at 4.500 ft in Span # 1 Fb : Allowable: Load Comb: +1.200+0.501r+1.60L+1.60H . Max fv/FvRatio = 0.328: 1 .... /" tv:Actual: 127.64 psi at 0.000 ft in Span # 1 . 9011 2x8 Fv : Allowable: 388.80 psi ___________________________ Load Comb: +1.200+0.50Lr+1.60L+1.60H Max Deflections Max Reactions (k) Q I Lr S w E H Downward L+Lr+S 0.244 in Downward Total 0.281 in Left Support 0.09 0.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.09 0.60 Live Load Defi Ratio 442 >360 Total Deft Ratio 384 >180 PLr CSI leld 1000 0.9644 41 2500 0.9618 26 7600 0.9925 26 12000 0.7525 20 6250 0.9532 20 Size 44 4x6 6x6 6x8 48 Column Specifications Grade L (ft) WI Of W2 pif PDL PL No.1 D.F.L. 12 10 10 1150 5 No. 1 D.F.L. 12 10 10 2550 5 No. 1 D.F.L. 12 10 10 8000 5 No. 1 D.F.L. 12 10 10 12000 5 No. I D.F.L. 12 10 10 6250 5 Notes: Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 13 of 23 AIt • Palos Verdes Engineering Corporation JOB Consulting Civil and Structural Engineers SHEET NO _J_ OF__________ mom CALCULATED BY DATE 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 CHECK BY DATE Telephone (310) 541-5055 - Fax (310) 541-0321 SCALE .j A ft atPV q; IL IL 2 /frj)(pIi) > to Diaphragm Calculations Diaphragm Level I "X" Axis Sub-Diaphragms X Axis Diaphragm Width Depth Grid Lines Wind Load Seismic Load Diaphragm Block Nailing Left Right Bottom Top Left Right Left . Right Shear (pif) Diaphragm Dxl 4.00 24.00 A B 3 4 329 329 170 170 14 No 8d@6"o.c. bx2 9.00 33.00 B C 2 4 654 594 527 527 20 No 8d @ 6" o.c. Dx3 9.00 39.00 C D 1 4 584 584 622 622 16 No 8d © 6" 'o.c. Dx4 3.00 33.00 b E 2 4 195 195 176 176 6 No 8d @ 6" o.c. Dx5 6.50 24.00 E F 3 4 528 535 •277 277 22 No 8d © 6" o.c. Hole# Width Check Hole in Diaphragm Depth Grid Lines Maximum Force Left Right Bottom Top At Corner Nailing Straping Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Blocked Calculated Deflection Allowable Deflection Diaphragm Specifications 0 Panels to be applied perpendicular to framing members Job Number .24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 16 of 23 Diaphragm Calculations Diaphragm Level I "Y" Axis Sub-Diaphragms X Axis Grid Lines Wind Load Seismic Load Diaphragm Block Nailing Diaphragm Width Depth Left Right Bottom Top Left Right Left Right Shear (p11) Diaphragm Dyl 6.00 9.00 C D 1 2 334 334 96 96 37 No 8d @ 6" o.c. Dy2 9.00 21.00 B E 2 3 468 466 335 335 22 No 8d @6" o.c. Dy3 24.00 31.50 A F 3 4 1249 1285 1340 1340 43 No 8d @6' o.c. Hole # Width Check Hole in Diaphragm Depth Grid Lines Maximum Force Left Right Bottom Top At Corner # Nailing Straping Diaphragm Deflection at Cantilevered Diaphragms Diaphragm Blocked Calculated Deflection Allowable Deflection Diaphragm Specifications 0 Panels to be applied perpendicular to framing members Job Number 24-14-223 Project Engineer Paul S. Christenson Date 412212014 Page Number 16 of 23 • Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line = B - Wind Load = 983 # Level = I Seismic Load 694 # Diaphragm Type Roof Rho Factor = 1.30 Seismic Design Category- D Critical Load Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls 2240 # 0.44 OK Steel Strong-Wall Specifications Wall # Wall Specification Distance to Allowable % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) (#) on Wall (#) SSW18X8 0.00 2575 1.00 983 • 500 6039 Simpson Spec. Steel Strong-Wall Detail Notes • 3) 4) Job Number 24-14-223 Project Manager Paul S. Christenson Date • 412212014 Page Number • 17 of 23 - Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line = C Wind Load = 300 # Level = I Seismic Load = 155 # Diaphragm Type = Roof Rho Factor = 1.30 Seismic Design Category = D Critical Load = Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls :690 # 0.43 OK Steel Strong-Wall Specifications • Wall # Wall Specification Distance to Allowable % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) (#) on Wall (#) 1 SSW12X8 0.00 690 1.00 300 500 2950 Simpson Spec. Steel Strong-Wall Detail Notes Job Number • 24-14-223 Project Manager • Paul S. Christenson Date. • 412212014 Page Number • 18 • of 23 Steel Strong-Wall Detail Job Number • 24-14-223 Project Manager Paul S. Christenson Date 4/2212014 Page Number 19 of 23 • Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line D*Wind Load = 300 # Level I Seismic Load 155# Diaphragm Type = Roof Rho Factor = 1.30 Seismic Design Category = . 0 Critical Load = Wind Wind Design . = 110 mph Exp. C Capacity for Strong-Walls 690 # 0.43 OK Steel Strong;-Wall Specifications Wall # Wall Specification Distance to Allowable . % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) (#) on Wall (#) SSW12X8 0.00 690 1.00 300 • 500 2950 Simpson Spec. Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line = E Wind Load = 7229 Level = I Seismic Load . 693 # Diaphragm Type = Roof Rho Factor = 1.30 Seismic Design Category 0 Critical Load = Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls 2240 # 0.32 OK Steel Strong-Wall Specifications Distance to Allowable Wall # Will specification % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) Wall (#) 1 SSW18X8 0.00 2575 1.00 722 500 4374 Simpson Spec. Steel Strong-Walt Detail Notes Job Number 24-14-223 Project Manager •. Paul S. Christenson Date 412212014 Page Number 20 of 23 • Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line = I Wind Load = 334 # Level = I • . Seismic Load 96 # Diaphragm, Type = Roof Rho Factor = 1.30 Seismic Design Category = D Critical Load . = Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls 690 # 0.48 OK Steel Strong-Wall Specifications Distance to Allowable Wall # Wall Specification % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) (#) on Wail (#) 1 SSW12X8 000. 690 1.00 334 500 3315 Simpson Spec. Steel Strong-Wall Detail Notes Job Number • 24-14-223 Project Manager Paul S. Christenson V V Date • 412212014 Page Number 21 of 23 Steel Strong-Wall Calculations Grid Line Data and Loads Grid Line = 2 Wind Load = 802 # Level - = I Seismic Load = 431 # Diaphragm Type Roof Rho Factor . . . 1.30 -Seismic Design Category = D Critical Load = Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls 1380 # 0.58 OK Steel Strong-Wall Specifications Distance to Allowable Wall # Wail Specification of Load Load on Wall Dead Load Uplift Anchor Type Wail (ft.) Load (#) on Wall (#) 1 SSWI2X8 . 0.00 690 0.50 401 500 4030 Simpson Spec. 2 SSWI2X8 6.00 690 0.50 401 500 4030 Simpson Spec. Steel Strong-Wail Detail Notes Job Number 24-i4-223- Project Manager Paul S. Christenson Date 412212014 Page Number . 22 of 23 Steel Strong-Wall Calculations Grid Lihe Data and Loads Grid Line = 3 Wind Load 1715 # Level = I Seismic Load 1675 # Diaphragm Type =1 Roof Rho Factor . = 1.30. Seismic Design Category D - Critical Load = Wind Wind Design = 110 mph Exp. C Capacity for Strong-Walls 2070 # 0.83 OK Steel Strong-Wall Specifications Distance to Allowable Wall # Wall Specification % of Load Load on Wall Dead Load Uplift Anchor Type Wall (ft.) Load (#) (ii) on Wall (#) 1 SSW12X8 0.00 690 0.33 572 500 5847 Simpson Spec. 2 SSW12X8 25.00 690 0.33 572 500 5847 3 SSW12X8 30.00 690 0.33 572 500 . 5847 Steel Stronu-Wall Detail Notes Job Number 24-14-223 - Project Manager Paul S. Christenson Date ,. 412212014 Page Number 23 of 23 p 42 CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Project Address: Permit No.: ()J f Lf c2_5;2' 7 Information provided below refers to work being done on the above mentioned permit only. This form must be completed and returned to the Building Department before the permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ....................................................... 7 Newbuilding sewer line? ......................................................................................... Yes No )( Number of new roof drains?................................................................................................................ Install/alter water ......................................................................................................................... _______ Numberof new water heaters? ......................................................................................................... _____ Numberof new, relocated or replaced gas outlets? .................................................................... Number of new hose bibs?........................................................................ Upgrade existing panel? .........................................................................................Yes fsjo From Amps to Amps Number of new panels or subpanels? .............................................................................................. SinglePhase ............................................................................................Number of new amperes_____ Three Phase .............................................................................................. Number of new amperes_____ ThreePhase 480.....................................................................................Number of new amperes _t7' Remodel (relocate existing outlets/switches or add outlets/switches)? Yes No_____ Number of new furnaces, A/C, or heat pumps?....... _____ New or relocated duct work?..........................................................................Yes >( No ______ Number of new fireplaces? .......................................................................................... . ............. . ........ ._____ Number of new exhaust ............................................................................................................ Relocate/install vent?............................................................................................................................ Number of new exhaust hoods? ................................... _2. Number of new boilers or compressors?...........................................................Number of HP — B-lB Page 1 of I Rev. 03109 Abraham Poladian P.1 DOC U 2014-0001387 11111111 till 11111 11111 11111 11111 11111 11111 hIll 11111 11111 liii) 11111111 JAN 02, 2014 2:24 PM OFFICIAL RECORDS SAN DIEGO COUNTY RECORDER'S OFFICE Ernest J. Dronenbuig, Jr.. COUNTY RECORDER FEES: 1348.00 oc oc PAGES: . 2 ItI1MII1I1I1IIlII1If 1II11Iff11111III 1I1111I Mu 111111111111ff111111 RECO!QUESTED BY: EQUITY TITLE - SAN DIEGO AND WHEN RECORDED MAIL TO: - 180-190 Wahiut Properties, LLC. 1641 Amaflte Court Carlsbad, CA 92011 Order No.: SD1351453 Escrow No.: EC-18108-OK A.P.N.: 204-123-06-00 .J, n_t_.fl__. . . .. _..._... --------'--- GRANT GRANT DEED THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX IS $1,320.00 [XI computed on full value of property conveyed, or [ ] computed on full value less value of liens or encumbrances remaining at time of sale. [ ] unincorporated area [x] City of Carlsbad AND FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Abraham Poladian, a single man hereby GRANT(S) to 180-190 Walnut Properties, LLC., a California Limited Liability Company the following described real property in the County of San Diego, State of California: The Northeasterly 88.00 feet of the Southeasterly 68.182 feet as more fully described in Exhibit "A" attached hereto and made a part hereof... AKA: 180-190 Walnut Avenue, Carlsbad, CA 92008 Dated: December 19, 2013 STATE OF CALIFORNIA 2 - .j-' On LL. —' ' before me Doreen Tirres Notary Public. personally appeared Abraham Poladian who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity(ies) and that by his signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s), acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand andffsiaI seal. ._. Signature Signature of Notary £ Commission Expiration Date: MAIL TAX STATEMENTS TO: SAME AS ABOVE j DOREEN TIRRES e Continission # 1994498 Notary Public - California San Diego County Mycomm.-Exf resOct19.20161 (This area for official notarial seal) City of Carlsbad VALUATION WORKSHEET Building Division Permit No: Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes $110.17 $0.00 Residential Additions 220 $131.73 $28,980.60 Remodels / Lofts 699 $57.48 $40,178.52 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 280 $15.57 $4,359.60 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 TI/Stores, Offices $37.12 $0.00 TI/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 SHED ROOF 20 $15.57 $311.40 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplacé/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 573,830.12 Valuation: Comm/Res (CIR): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical $73,830 R $568.22 $397.75 $7.00 $1.00 $150.00 $2,584.05 $1,343.71 CFD Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/or CFD Explanation: Final Inspection required by: Plan UCM&l JFire SW TU) I'm off 7 U fr4ISSUED1/i I icv. Approved ' 7 Datç By BUILDING PLANNING o / ) I / '-1 r& ENGINEERING _.C l 5 J ( L p FlREExpedite? V N DIGflAL FILES Required? V N HazMat APCD Health Forms/Fees Sent Recd Due? By Encina — YN Fire - V HazHealthAPCD Y N YN School Sewer Y N Stormwater V N Special Inspection V N CFD: V N landUse: Density ImpArea: FY: Annex: Factor: PFF: V •N Comments Date Date Date Date Building — Planning Engineering Fire - Need? 0 Done O Done 0 Done 0 Done CB140587 180 WALNUTAV HARELSON RES- REMODEL 3 APT I aflfl A Aflt fl O 4flfl* lI 40fl A n.r..rnc, nc cc nc 1 ~4 I ¼ f7 — -I c5C,iL c'-'-'-- g. 106 47.1L7tJq P/'i7j IL —9c ~ tc c(Lt Op - 4Tc. /s/(I •1IJf 4 Mi4 A,J'ttL -- 71:- 4) L! 7'; Ld [&1( (YX