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Home My WebLink About1950 CAMINO VIDA ROBLE; ; CBC2017-0648; Permit(City of Carlsbad Commercial Permit Print Date: 12/03/2018 Permit No: CBC2017-0648 Job Address: 1950 Camino Vida Roble Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed - Finaled Parcel No: 2120931200 Lot U: Applied: 12/13/2017 Valuation: $175,000.00 Reference U: Issued: 04/03/2018 Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: MColI Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: 12/3/2018 2:40:49PM Project Title: Description: BUCHANAN: AWNINGS AND EXTERIOR SITE WORK Applicant: Owner: DRILLING AND FOUNDATIONS INC BSP CACC LLC TIM SEAMAN P0 Box 5955 1900 Main St C/O Allen Matkins Leck CHULA VISTA, CA 91912-5955 IRVINE, CA 92614 619-993-8846 BUILDING PERMIT FEE ($2000+) $892.25 BUILDING PLAN CHECK FEE (BLDG) $624.58 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL $89.00 5B1473 GREEN BUILDING STATE STANDARDS FEE $7.00 STRONG MOTION-COMMERCIAL $49.00 Total Fees: $1,661.83 Total Payments To Date: $1,661.83 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition' of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov LOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: EJPLANNING EJENGINEERING EJBUILDING []FIRE EJHEALTH EIHAZMATIAPCD Building Permit Application Plan Check No. CJ17 11CL. Est. Value /7 s ,cPO c) crCity of 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 CceirIsIacI Plan Ck. Deposit email: building@carlsbadca.gov Date f (p www.carlsbadca.gov JOBADDRESS q -0 V!.II,. ft SLJITE#/SPACE#/UNIT# APN - - - CT/PROJECT# LOT# PHASE# #OFUNITS IBE0M5 I# BATHROOMS ITENANT BUSINESS NAME IC0NSTR.TYPE OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected r ,'CUj Aro.v Mq uf\ ffrq ii e - It (A$Cctpiitj Areq 5 Aroi &"frcice. tjo I{er-or EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) I FIREPLACE AIR CONDITIONING YESD# NOE YES NO E] IFIRESPRINKLERS YESE NOfl APPLICANT NAME Tt" Secvvcii PROPERTY OWNER NAME 4i4 qrhit5 Primary Contact ADDRESS o y ADDRESS Ai4 20 CITY STATE CA ZIP q c1 CITY jpr- ck STATE ZIP qztkD PHONE FAX PHONE qq(l FAX EMAIL :o EMAIL DESIGN PROFESSIONAL .-' ,.- CONTRACTOR BUS. NAME cr (Or ADDRESS 'Y3(o ' 'ecco.. 4 ADDRESS Serreo V& CITY CA ZIP STATE CITY STATE CA ZIP qZIZI PHONE FAX PHONE FAX EMAIL EMAIL 1 Lt)1!2OL1 STATE LIC. C STATE LIC.# I css I CITY BUS. LiC. (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: lherebyaffirm under penalty of perjury one of the following declarations: LJ I have and will maintain a certificate of consent to self-insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. 'S'fancfe Policy No. c1 _2_.. I_'7 Expiration Date 10 Il)) This section need not be completed if the permit is for one hundred dollars ($100) or less. II Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employerto criminal pefialties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, dama a as provided for in Section 3706 of the Labor code, interest and attorney's fees. ' CONTRACTOR SIGNATURE ENT DATE q (f ( .......................................... (hereby affirm that lam exempt from Contractor's License Law for the following reason: EJ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). El I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). EJ I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. Dyes IINo I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone / contractors' license number): I, plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone I type of work): ..PROPERTY OWNER SIGNATURE DAGENT DATE Is the applicant or future building occupant required to submit a business acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the pla Presley-Tanner Hazardous Substance Account Act? Yes No Is the applicant or future building occupant required to obtain a Permit from the air pollution control district or air quality management district? Yes No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Yes 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. Kj - - - I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address -N - 0420010W - I certify that I have read the application and state that the above information iscorrectand that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to buildingconslruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition orconstniclion of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the previsions of this Code shall expire by limitation and become null and void if the building or work authotized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE /..cu..'1 21.2_L_.__ DATE P- i_:; 1;7 STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFI C A TEN .. P r ojects Fax (760) 602-8560, Email bUiIdingt.carIsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OP11ONS PICK UP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On P. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. NO CHANGE IN USE/ NO CONSTRUCTION MAIL! FAX TO OTHER: CHANGE OF USE! NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE Permit Type: BLDG-Commercial Application Date: 12/13/2017 Owner: BSP CACC LLC Work Class: Tenant Improvement Issue Date: 04/03/2018 Subdivision: CARLSBAD TCT#81-46 LJNIT#02 Status: Closed - Finaled Expiration Date: 12/10/2018 Address: 1950 Camino Vida Roble Carlsbad, CA 92008-6599 IVR Number: 8318 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 04/26/2018 04/26/2018 BLDG-14 066187.2018 Partial Pass Michael Collins Reinspection Incomplete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior entry so/fit only Yes BLDG-34 Rough 056188.2018 Partial Pass Michael Collins Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Exterior entry soffit only Yes 06/16/2018 05/15/2018 BLDG-14 058044.2018 Failed Michael Collins Reinspection Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No access to framing, 1St stop No BLDG-Building Deficiency Exterior entry soffit only Yes Checklist Item COMMENTS Passed BLDG-Building Deficiency No access to framing, 1st stop No BLDG-Building Deficiency Second stop, exterior column frame. Yes BLDG-Building Deficiency Exterior entry so/fit only Yes BLDG-17 Interior 058045-2018 Failed Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code, exterior lath No BLDG-18 Exterior 058211-2018 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Second stop. Yes 05/16/2018 05/16/2018 BLDG-17 Interior 058217.2018 Cancelled Michael Collins Reinspection Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Wrong code, exterior lath No 06/12/2018 06/12/2018 BLDG-14 060671-2018 Passed Michael Collins Complete Frame/Steel/Bolting! Welding (Decks) Checklist Item COMMENTS , Passed BLDG-Building Deficiency Exterior column top Yes 12/03/2018 12/03/2018 BLDG-Final 077689.2018 Passed Michael Collins Complete Inspection December 03, 2018 Page 1 of 2 I EsGil DATE: December 21, 2017 JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017-0648 SET: I PROJECT ADDRESS: 1950 Camino Vida Roble PROJECT NAME: Awning Addition U APPLICANT A1 JURIS. The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: ' Telephone #: Date contacted: (by-0) Email: Mail Telephone Fax In Person LI REMARKS: By: Kurt Culver Enclosures: EsGil E GA E EJ D MB El PC 12/14/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2017-0648 December 21, 2017 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017-0648 PREPARED BY: Kurt Culver DATE: December 21, 2017 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Awning/Remodel 175,080 Air Conditioning Fire Sprinklers TOTAL VALUE 175,000 Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance V Type of Review: 21 Complete Review E Repetitive Fee E Other Hourly Repeats EsGil Fee E Structural Only I $892.311 I 7$-58-0,001 I $508.62 Comments: Sheet 1 of 1 BNVE STRUCTURAL .CIVIL .SURVEY .LAND PLANNING 9449 Balboa Avenue, Suite 270 aSan Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Dane Hansen DATE: December 6, 2017 PROJECT NUMBER: 13020A.1 STRUCTURAL CALCULATIONS FOR 1950 Camino Vida Roble Awning Carlsbad, CA Table of Contents: ProjectLoads ..................................... .................................................................................. 1 AwningDesign ..................................................................................................................10 AnchorageDesign .............................................................................................................24 1ESS/0 OF ct. DATE SIGNED: 12/6/17 Prepared for - - _______ - - CBC20I7-0648 idStudios 1950 Camino Vida Roble AWNINGS AND EXTERIOR SITE WORK 236 S Sierra Avenue, Suite 110 Solana Beach, CA 92075 12/13/2017 CBC20I7-0648 SHEET l { I H I JOB.NCL_ ±4j re i•ii..i.i..ii.ii ilL hf t± III :t + 4 I -L-• - J -L :T1 HI 4L --+4- IC, :J 4. 1_LIIft11 I-U. I j L I I ' J t INGMURED -'---ENGR.- 1O 11 POJECTtLLI LL• :4 !4J I ItTTt r - - - - I • I I - I I I - - iII i1I I 4 I19i ; ,11[1j}i .i,i f 1 '4 jTi I I 1 J L1 E.4-...t p ,-cj ± : -ii2-fflhtt 1 Htfl :J: jT Th ttfttVth. EL! l ye 4----f 4 LL --------------- ~ i rrT1 '1 ' r+ii7 i ri - f4 40DL/Jo7 ____r j I 1-tTl4 4 ft1 fr Th- 1 L Tr.I1F IIIth I' LIJI ±ft U I1 41, -1 ii -i - . I I : I . ;-[ j. 1.' . I! I-t.- i•T--•- : - H ki1iL ~ '4 11J Th- IH 1 1 t I IATU11 J ________ ' - NGR1 I I I j J J _____ L JO6 N(L PROJECT 1f jr Tt t-It --i 1 1 rrr-r1rr1TTT-r-n-T1--1-T-- -f-i -' • - - tt _. .•_ tUij• ft " ttL:::U± 4" jj~coy, 4 ft - -4 tj TI -Hi d i t-f -L Trr -4 t • - - 1_ - r -- tft: tj1Ad 4J D :4 i1t ii 00I1(D FL bUZ 6 t4' lit T. _ I t-ft ftfi H I-i 4 :4 4: Pct • J; "! Ti 13 ItJ 1 1tH H'H Th11tJ41 Ift r ii_Li tLt ., I JJjJ. L.L Ii JT . 1•• ftiHi1tHifH • ltji C! ± ----+ -• * +-t-•t - - 4• ti! tJ I I - r1 I i I iiiiuiui I Uesgn Maps Summary Report jSUM Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard Q Site Coordinates (which utilizes USGS hazard data available in 2008) 33.122160N, 117.2839°W Site Soil Classification Site Class 0 - "Stiff Soil" Risk Category I/Il/Il! USGS-Provided Output S= 1.079g SMS = 1.153g S= 0.769g 0 5, = 0.416 g SMI = 0.659 g So, = 0.440 g For information on how the 55 and SI values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP building code reference document, MCE, Response Spectrum Design Response Spectrum Period, T (sec) Period. r (sec) For PGAM, TO C, and Cei values, please view the detailed report, ough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the racy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 3 111 1iI3UIU11 Liesign Maps L)etaliea Report IJSGS Design Maps Detailed Report 4 ASCE 7-10 Standard (33.122160N, 117,2839°W) Site Class D - "Stiff Soil, Risk Catgory I/Il/Ill 0- ,ection 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain Si). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 111 S5 = 1.079 g From Figure 22212) S1 = 0.416 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties In accordance with Chapter 20. Table 20.3-1 Site Classification Site Class or 2. Hard Rock --- >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1 > 20, Moisture content w 2 40%, and Undrained shear strength s < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lit/s = 0.3048 m/s llb/1t2 = 0.0479 kN/m https://earthquake,usgs.govlcnh/designmaps/us/report,php?template=mjnimal&latjlude=33 122160965421315&longltude=.117.2B390368782495&sitec... 1/8. Design Maps Detailed Report 5 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (ç,) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient FD Site Class Mapped MCE Spectral Response Acceleration Parameter at Short Period S :5 0.25 Ss = 0.50 Ss 0.75 S5 = 1.00 S5 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1,1 1.0 1.0 ID 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S For Site Class = D and S. = 1.079 g, F = 1.068 Table 11.4-2: Site Coefficient F Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period 0 S1 0.10 :5 S1 = 0.20 S1 = 0.30 S = 0.40 S 2! 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1,0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.416 g, F 1.584 W] https://earthquake.usgs.gov/cn 216 11/juUu1/ Design Maps Detailed Report 1.1 Equation (11.4-1): SM$ FS5 1.068 x 1.079 = 1.153 g uation (11.4-2): FS 1.584 x 0,416 = 0.659 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): S05 = % Sms = % x 1.153 = 0.769 g Equation (11.4-4): SDI = % S,1 = % x 0.659 = 0.440 g Section 11.4.5 - Design Response Spectrum From Figure 22-12 T1 = 8 seconds Figure 11.4-1: Design Response Spectrum T: S1 S (0.4 + 0.6 T/T0 ) I 1< -- To TS Ts: Si S 4 I I I I 0 in I I I i Tl<T~TL :S1 S0,/ TI T>TL.SDITLt I I S-0.440 (1 I I I I I I I I tn I I I $ I p I * I I I I I I I I I I I I To 114 1.00'O Period. T(ec) 17.26390368782495&sltec... 3/6 1.153 .I1lju1Zu11 oeslgn Maps Lietallea Keport 7 Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The VICE, Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Period. r (!e) NO 4/6 ii,.,ui.uui uesign Maps Delallea Heport Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F Figure 22-7 143 PGA = 0.421 Equation (11.8-1): PGAM = FPGAPGA = 1.079 x 0.421 0.454 g Table 11.8-1: Site Coefficient FpG Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA :5 PGA = PGA = PGA = PGA > 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1,4 1.2 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 (:1) Note: Use straight-line interpolation for intermediate values of For Site Class = D and PGA = 0.421 g, FpGA = 1.079 Section 21.2.1.1 - Method 1. (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 '51 CRS = 0.963 From Figure 2218 61 CR1 = 1.017 17.28390368782495&sltec... 5/6 I il.UIUP I uesign Maps uetaflea Kepon Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF SOS RISK CATEGORY loril III IV 505 <0.167g A A A 0.1679 S S05 < 0.33g B B C 0.33g S05 < 0.50g C C D 05095os D 0 D For Risk Category = I and S05 = 0.769 g, Seismic Design Category = D Table 11.62 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF S01 RISK CATEGORY lorli III IV S01 < 0.067g A A A 0.067g S < 0.133g B B C 0.1339 S01 < 0.20g C C ID 0.20gSo1 D D 0 For Risk Category = I and 0.440 g, Seismic Design Category = D Note: When S is greater than or equat to 075g, the Seismic Design Category is E for huildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective Othe above. Seismic Design Category "the more severe design category in accordance with Table 11.6-1 or 11.6-2° = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2o1o_AsCE7_Fjgure_22 1. pdf Figure 22-2: https ://earthquake.usgs.gov/hazards/designmaps/downloadsf pdfs/2010_ASCE-7_Figu re_22-2. pdf Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7 Fig ure_22-12.pdf Figure 22-7: https ://earthquake.usgs.gov/ hazards/designmaps/downloads/ pdfs/201Q..ASCE-7_Figure22-7. pdf S. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/dowriloads/pdrs/20 1O_ASCE-7_Fig ure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/zo 1O_ASCE-7j9g ure_22- 18.pdf 6/6 DATE ____________________ SHET 10 1 I I IGINfEUD TO IXCIfD iXPiU1rrnN • : * ENGR - - •1• ---- - JOB NO PROJECT i44o JJb Pk 1 ___ I I -. ___________ - _____ ---- ______ ___.._.• I.;..::.it .I 7,4 - I . •i• • --I--------- - - 3 • I • • • I • I • • • • • •;•. Is IID-. -. '•_• 1' - I •. htS 74 7 - 2 --. -*--.--_- - - - • - _____ •1 - Z'•l i-oj'xc. zP- •tCPT-6,. - - F : :1 !1OirJc - • • -•-:--:--•• --•-•t --•-----1 -•- -1 -; - I l I • I • • • I. • -'--s -C • • -• • I • • 1 I L+ L. r t t I — ._-.. ci-co 2,- -+.-.i•• -------------L L—. - - I 1 T/c-- '3i k3iLL Cc%.4;t-' &/z ,*. 3c4 (5i-/Ac 1 - * r ar ' °' r (o'4o 4 . I . • $ i 4L0 &CR4cI C4f IWI, 'LI -2T# 2-.4 •- . I • 1 .. I:, •• w4M 31 t.5 - PC Vill LA/j, Cc47 SSc4z_ t" II I 1 I I I I f Results for LC 1, D+Lr Member Axial Forces (k) V-direction Reaction Units are k and k-ft SK-4 I Dec 6, 2017 at 3:42 PM Awning Frarne.r3d ax Results for LC 2, 1 .20+t6Lr Member Axial Forces (k) V-direction Reaction Units are k and k-ft SK-5 Dec 6, 2017 at 3:43 PM Awning Frame. r3d Beam: . I1J73 (I AISI SI00-12: LRFD Code Check Max Bending Check 0.205 Max Shear Check 0.001 (y) Location 2.5 ft Location 0 ft Equation C5.2.2-1 Max Defi Ratio L/10000 R (D6.1.1) Not Used Fy 33 ksi Lb 5 ft 5 ft A eff. (Fy) .283 inA2 0 4.63 k KLIr 98.172 41.52 A eff. (Fn) .309 inA2 0*Tn 10.098k Iyeff. .127inA4 0 'Mny .275 k-ft L Comp Flange 5 ft Sy eff. (L) .236 jA3 0 .917 k-ft Torque Length 5 ft Sy eff. (R) .117 jA3 0 'Vny 2.643 k Iz eff. .71 jA4 0 *\Jz 2.362 k Sz eff. (T) .392 ,A3 Cb 1.316 Sz eff. (B) .392 inA3 Q- I ft in ft 1 k-ft Mz Irr k-ft Shape: 362S162-43 Material: A570 Gr.33 0y ----------- in ength: 5 I Joint: N2 Dz J Joint: NI LC 2: 1.2D+1.6Lr Code Check: 0.205 (bending) -.022 0 ft Report Based On 97 Sections a .934 at 2.5 ft .002 at 0 ft Vy. k Vz k -.002 at 2.552 ft A —: 0 at 0 My k-ft -.005 at 2,5 ft 2.746 at 2.5 ft .148 at 2.5 ft fe —ksi ---- ki -.148 at 2.5 ft 0 at 0 ft -- ksl 17 iI C AIS!SIOO-12: LRFD Code Check Max Bending Check 0.251 Max Shear Check 0.001 (y) Location 2.5 ft Location 0 ft Equation C5.2.2-1 Max Dell Ratio UI 0000 R (D6.1.1) Not Used Fy 33 ksi Lb 5 ft 5 ft A elf. (Fy) .283 in'2 0 4.63 k KL/r 98.172 41.52 A elf. (Fn) .309 lnA2 0 'Tn 10.098 k ly eff. .127 jn'4 .275 k-ft L Comp Flange 5 ft Sy elf. (L) .236 jn"3 .917 k-ft Torque Length 5 ft Sy eff. (R) .117 jrIA3 0 'Vny 2.643 k lz elf. .71 in"4 0 'Vnz 2.362 k Sz elf. (T) .392 jA3 Cb 1.316 Sz elf. (B) .392 jA3 Q_ Beam: ft 'joint: ft ksi ft Shape: 362S162-43 Material: A570 Gr.33 Dy fl )ngth: 5 N2 Dz in J Joint: NI LC 3: 1.2D+1.OW+0.5Lr Code Check: 0.251 (bending) 027 at 0 ft Report Based On 97 Sections 1.143 at 2.5 ft .002 at 0 ft Vy k Vz k -.002 at 2.552 ft A•• Ek 0 at 0 ft 1 k-ft MZi1 prk-ft My k- -.006 at 2.5 ft 3.362 at2.5ft .181 at 2.5 ft ksi ft -181 at 2.5 ft 0 at 0 fa ksJ Company : 19 RSA Designer : Dec 6, 2017 4:35 PM Job Number : Checked By. TECH NOLOGIEr, ModelName Cold Formed Steel Properties I hI e.-11 t iu.ii kk. r1....... 1% s,_._.,.___ ri -_- - A570Gr.33 1 29500 11346J .3 -- . .65 - .49 U - - • Ut t I 331 52 I 2'. A6Q7'CiEGi5i, 29500 . 14346 I! ... . .49 _L__55 70 Cold Formed Steel Design Parameters I I nn, I ktfIt I h.,..t I I-n., I I. I •__ II... •,...- ,'_ _... - - -....- . . - - - - - - - --- .-. .•. a. t.LS.S - Jfl.,J k4lljat.aflfl... IA! .Ls t.kslfl _]ILi fjI Member Distributed Loads (BL C 1: D) PA-,.,i kJ ee..... IA 1 - Ml ] - -- -- -------- V 1 -021 _. .-.--.n.-.---•p.- ..r' • -021 ID 0 0 - 2 IL Y1 -021 - 021 0 C Member Distributed Loads (BLC 2: Lr) - . .. .-_.. ..s • ..tcauulnn-t,.-.r-.-...;-,pj,JJ.jJ I ._!:iii— _Iyr-., -is 11 1fli 11 MIN Member Distributed Loads (BLC 3: WI -. 1"ffl ____________________ Basic Load Cases RI ( flc.,rriItkv, V V 7 ._• ra:ir: - -- •--.- ..-.- ------.. AL.ac.s,IraI. .MINOR IL I IiJfn I- I[.....J ---Iii MUNIME Load Combinations M—iftfl— CA— DII4 :u_- rhl_ nflni1SU.__ EEFIflhifl RISA-3D Version 14.0.1 [A:\...\..\..\CALCSwning Frame.r3d] Page 1 Company : 20 INRISA Designer : Dec 6, 2017 4:35 PM Job Number : TECHNOLOGIES Model Name : Checked By. Load Combination Design DescnDtI, ASIF CD ARIF ApmirAI-1nt RnIId(nId Few Wnwl Al........ .4 I D+Lr Yes Yes Yes Yes Yes YesYes I Yes - 12D+1 6L? - Yë1 véit Ye'L Yesi. 'Yes I Yi Yé LYiS 3 Ii .2D+ I.0W4-0.5Lr t YesJ Yes Yes - Yes Yeé Yes Yes I Yes _Joint Deflections - i - L__ I _Jrn aoei NI xlinj YJnJ ZiJrjI X Rotation frad patiqçijad LotatIojiftac 0 - 0 0 0 0 - I N2 -.0021 -0I5 0 - 0 3 I N3 0 0 0 0 0 0 I N4 0 -0I& 0 0 1 0* 01 5 I N5 -.002 -.008 0 0 0 -2.486e-4 IL 'N6_ I - 10 -008 0 0 0 2'476 7 2 Nl 0 0 0_0 0 0 N2 003 -QZ2 01 i OL_ 0L _L 2 N3 0 0,, 0 0 0 10I 2 N4 - 0 022 0 0 11 2 N5 -.003 -.012 0 0 0 -3.635e-4 2 N6 _2 L_0 T 0I2t L 0 - 0 3 6124 13 3 NI 0 0 0 0 0 0 003 -O27 o - o r 15 3 N3 0 0 0 0 0 0 16L't____3 N4L_ _JO -027 0 _o_ 17 3 N5 -.003 -.014 1 0 0 0 -4.45e-4 18 i3 N6__ _0_ 015 O' :01 -4-4214' Member Section Forces LC Member Label Sec A,dallkl vShrtk1 , Shwfk1 T,vriifkJt EUN 1__-I -- - I I I I II_ Ell- 011111,1111 Ilm • i s ____ MAIN I1_ U ..__S 1 W . _iW ki-_. ------------------------ L.,r yF. RISA-3D Version 14.0.1 (A:\...\...\...\CALCS\Awning Frame. r3dj Page 2 Company : 21 ERNRESA Designer : 6,2017 4:35 Job Number : PM CheckedBy. TECHNOLOGIES Model Name 0 Member Section Forces (Continued) LC Member Label Sec *, qhAarfkl 7 RhonrIld TrwneWJt1 t.w , _i66 1 0 0_01 0 23 3 .166 0 0 0 0 0 166 10,'L - cL 0 40' . 0 25 5 .166 0 __ 0 0 0 2L J_ MB 17 094 0 - *04 0 043' I 27 2 -.166 .055 0 0 0 -.003 28 r 162_ 017 0 0 ---7.026: 29 4 -.158 -.021 0 0 ___ 0 -.025 30 - 5 - 154 - 059 - 0 01 0 0 31 1 1 M7 _j_ .188 0 0 0 0 0 'r2j 188 0. - 0 - 0 0 33 3 .188 0 0 0 0 0 -- j _i 88_ 0 0 0 0 0 35_ 5 .188 0 0 0 0 0 3 11 p243 086' if 10 0 *0 37 2 -.237 .03 0 0 0 -.037 3 3'-'232 025 I 0 - 0' 0 - -0381 39 - 4 -.226 -.081 0 0 0 -.005 (401 _±221 - I ___-137 01 0 L__0631 412 M2 1 -.002 0 0 0 - 0 0 L '002 101 0 i_________ 43 1 3 -.002 0 0 0 0 0 - 002 L 0 - 0 0 Ok 45 _______ 5 -.002 0 0 0 0 0 46 T I _MS 0 002 1'01 01 47 2 0 .002 0 0 0 -.002 4 i 3i 9341 *0021 0* 0 - 0 - 005 49 4 .934 -.002 0 0 0 -.002 51 934__- L21 0* 0 QL 51 2 M4 j_ -.777 0 . 0 0 0 0 052 2 .1.7Z7 53 3 -777 0 0 0 0 0 54 0 - _0 0 5 -.777 0 0 0 0 0 i 242 j 0 0 I 0_- 57 2 .242 0 0 0 0 0 - _242 *0I 59 4 .242 0 0 0 0 0 _242j 0 0' 0 0__ jo 61 2 M6 1 -.248 .137 0 0 0 !03 _______________ -__242 I _0814 01 0 - _0 -.005, 63 •••_• 3 -.237 .025 0 0 0 -.038 4 231 _03 '0 0 0 - 037 65 5 -.226 -.086 0 - 0 0 0 66 _L j 275 0 '01 07.7 67 2 .275 0 0 0 0 0 - _ - 275 0 0' '0 _Q_ 69 _4_.275 0 0 0 0 0 ' 275 i 'L oj 0 '0 10. 71 3 Ml _L. -.298 .106 _O 0 0 za. ...2_ 291 037' LO_ 0' 73 - - 3 -.284 -.031 0 0 0 -.047 RISA-3D Version 14.0.1 [A:\...\...\...\CALCSAwning Frame.r3d] Page 3 W. 22 Company : Dec 6, 2017 ORNRISA, Designer 4:35 PM JthNumber Checked By 1ECHWOLOGESModeIName 0 Member Section Forces (Continued) I I IIk1 j , fit - - • • • 11oi--ioi w JLLLf] IiI_ I I I I I • 1 I,i1LiL_ijei.. - W*_.,1.:i'. • - S - INIVIIII I-,. L_I _ • IM • • • WMEM __iai11ji_'._•i_ J_•i La • • , "__LD](!1r_!1_1 _ • • • -Ii- riii IM • • fi11 !r•) fj) ,i_I_ _ • • • I 111' I 11, 11 MMM sm- - wmw Sam I I I__II•. EMM •__• MEIMME. WOM 'am ON " '-• IflI • -- _ -'ir•__ IMM I I I I MEMI WRIMMMIM II' Member Cold Formed Steel Code Checks I ( Mmhr SSw I IC M I ,e4ft1 I If I ...-trn r. e*T..tL1 ...._ "I. f'-.- l_.._ 1 1 Ml 362S16243 060 2j2 035 2.512 y 6878 10098 173 97 18186 10512 -M2 L43 OOQ '1000± rni.... '7 859t 10 098 j73f _j j_ ci 3 1 M3 362S162-43 .142 2$ .001 0 4.63 10.098 .275 .917 1.316 .6 .6 C52.2..1 jj M4 3625163 - _053 _Q_ ! _000 Q_ 6_6691 101098 173 97 1 L-0 -,;6: .L L M5 362516243 .024 _0 .000 0 6.812 10.098 .289 .947 1 £ L 362S16243 062 _Q 035 Q_ 6818' 10 098 j73 ,97, V818 '6 C5'l V 7 1 M7 362S16243 .024 0 .000 0 v 7.784 10.098 .289 .969 1 .6 .6 C5.2.2. 8 2 Ml 362S16243 081 2 ;--'052'-2!5.l2j 6_878e i0098 .-. _173 W F818 61 tl C5__12 9 2 M2 362816243 .000 0 .000, 0 v 7.859 10.098 .173 .97 ...1 . CS. .2.. 10 M3 362S 162;43 205 JL '001 y r_63 101Q98 275k 917t 1316 '6 _L 11 2 M4 362S16243 .077 0 .000 0 y 6.669 10.098 .173 .97 1 .6 .6 C5.1.2.. J2. 21 M5 362S16243 _036 _Q_ p000 6812 tO 098 _289 947 .J ...& C522e 13 2 M6 362S162-43 .090 0 .052 0 y 6.878 10.098 .173 .97 1.818 .6 1 C5.1.2.. 14 M7 3625162.43 035 .0 000 j t;,7.78 10T098 .289 .969t IT 3 Ml 362S162-431.107 2.512 .063 2.512 y, 6.878 10.098 .173 .97 1.18 6 1 C5.1.2.. RLSA-3D Version 14.0.1 [A:\...\...\.. .\CALCSAwning Frame.r3d] Page 4 101 III 23 Company : Dec 5, 2017 RS' Designer 4:35 PM Job Number Checked B__ TECHNOLOGIES Model Name 0 Member Cold Formed Steel Code Checks (Continued) IC Member Shaze UC Mx Lndftl ShparUC Lnrlftl flirl hi*Pn!k1r *Tr&l flhi*Mnu ñhiPj,, Ph ifi a M2 362S162-431 00O I—zlT" 000 7859b1O098 173 97 17 3 M3 362S162-431 .251 2.5 .001 0 4.63 10.098 .275 .917 .6 362S16243 094 Q 000 C5.2,2, M4 6669' 10rO98 173 97 3 M5 2S13) .044 Q .000 L19 Q•y 6.812 10.098 .289 .947 Z £ M6L 110 '063k 5.2.2.. 2Q Q 6878r1o098 j73 97 1 3 Mi 362S162-43j .043 0 .000 C592 21 0 y 7.784 10.098 .289 .969 . C5,2.2. Joint Reactions LC Joint Label X. (ki V C) 7 IIc )( M Ik..fti MV fItft IA7 tfr..f*1 I I NI .639 .001 ..-.--.- 0 0 .0 0 2 _t N3 639 305k 0 0 3 1 Totals: 0 .307 0 jj. 1 1COG1(fti X_25 Y__5_ —,Z: OT 5 1 2 Ni .934 .002 0 0 0 0 L N3 -_-934 447L_- o_T. r_.o' - 7 2 Totals: 0 .448 0 _________ _________ 8 __2k - __________ X2 W95k - Z0 J i_ 9 3 NI 1.143 .002 0 0 0 0 11 OL, _3_I N3 1-1143L - _54iL 0 LTi1O - 0 0 11 1 3 Totals: 0 .549 0 12 3 QOGJ(ftL X 42L5 Yt951 0 RISA-30 Version 14.0.1 [A:\...\...\...\CALCS\.Awning Frame.r3d) Page 5 www.hlltius Profis Anchor 2.75 Company; Page; Specifier: Project; ddress: C~Phone Sub-Project I Poe. No.: I Fax: Date: 1216/2017 E-Mail: Specifiers comments: Anchor type and diameter KWIK HUS EZ (KH EZ) 318 (3 114) - — Effective embedment depth; her = 2.500 in., h = 3.250 In. Material: Carbon Steel Evaluation Service Report ESR-3027 Issued I Valid; 2/112016112/1/2017 Proof: Design method ACI 318 / AC 193 Stand-off installation: - (Recommended plate thickness' not calculated) Profile: no profile Base material: cracked concrete, 2500 f0'= 2500 psi, h m 12.000 in. Reinforcement: tension; condition B, shear: condition B. no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat, C, D, E, or F) no Geometry (In.] & Loading (lb, ln.lbj Z 0 \ 0 Input data and results must be checked for agreement with the existing conditions and for plauslblttlyl PROFIS Anchor ( c ) 2003-2009 Hilti AG. FL-9494 Schaan HIW is a registered Trademark of HIM AG. Sthaan www.hlltius Profis Anchor 2.7.5 Company: Page: 2 Specifier Projectr CP~hone ddress: Sub-Project I Pos. No.: I Fax: I Date: 12/6/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values fib] Utilization Loading roof Load Capacity FIN Pv 1%] Status Tension Concrete Breakout Strength 1100 1345 82i- OK Shear Concrete edge failure in direction y+ 223 508 444 OK Loading --ON py Utilization P v Status Combined tension and shear loads - 0.818 0.439 —513 97 OK 3 Warnings Please consider all details and hints/warnings given in the detailed reporti Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hllti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried Out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Q Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by HuLl on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. 1-filti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you, 161 Input data and results must be checked for agreement with the existing conditions and for plausibittyf PROFIS Anther (c ) 2003-2009 HUll AG, FL-9494 Sthaan HUll Is a registered Trademark of HUll AG Sthaan (ity of Carlsbad Print Date: 12/05/2018 Permit No: PREV2018-0067 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1950 Camino Vida Roble BLDG-Permit Revision 2120931200 $ 0.00 Work Class: Residential Permit Revisi Status: Closed - Finaled Lot #: Applied: 03/13/2018 Reference #: Issued: 04/03/2018 Construction Type Permit 12/05/2018 Finaled: Bathrooms: Inspector: Orig. Plan Check #: CBC2017-0648 Final Plan Check #: Inspection: Description: BUCHANAN: REMOVE AWNING FROM SCOPE Applicant: Owner: DRILLING AND FOUNDATIONS INC BSP CACC LLC TIM SEAMAN P0 Box 5955 1900 Main St C/O Allen Matkins Leck CHULA VISTA, CA 91912-5955 IRVINE, CA 92614 619-993-8846 FEE - AMOUNT MANUAL BUILDING PLAN CHECK FEE $150.00 Total Fees: $ 150.00 Total Payments To Date: $ 150.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov CONTACT INFORMATION: Name T6 M Phone Address /127 !/•/ii 5ieO PLAN CHECK REVISION OR Development Services kL city of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number L76 2 o) 7 - Plan Revision Number Pcey 2oi8-00 7 Project Address 950 VWIA bi General Scope of Revision/Deferred Submittal: O Email Address I9 29 Fax City Zip j93Z T' P[1(/f3 tCOi" Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: E?I Plans 0 Calculations LII Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown ,0 'Jv1C)V&d 4,V/1 ['A J,/ Does this revision, in any way, alter the exterior of the project? LI Yes No Does this revision add ANY new floor area(s)? Yes No Does this revision affect any fire related issues? Yes No Is this a complete set? Yes LI No signature Date S //3 / 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov E s G 1.[, A SAFEbutorip DATE: March 21, 2018 JURISDICTION: Carlsbad U APPLICANT -ru RIS. PLAN CHECK#.: CBC2017-0648 REV PROJECT ADDRESS: 1950 Camino Vida Roble SET: •I PROJECT NAME: Canopy Addition Revision The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 11 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LII The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: Date contacted: Email: Mail Telephone Fax 5~son REMARKS: PREV20I8-0067. By: Kurt Culver Enclosures: Previously-approved EsGil plans LIGA LIEJ LIMB F1 PC 3/15/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 / Carlsbad CBC2017-0648 REV March 21, 2018 [DO NOT PAY— THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2017-0648 REV PREPARED BY: Kurt Culver DATE: March 21, 2018 BUILDING ADDRESS: 1950 Camino Vida Roble BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Awning/Remodel Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb IBY Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance 'V I $150.00I Type of Review: LI Complete Review LI Structural Only F-1 Repetitive Fee 1W i Repeats * Based on hourly rate LI Other LI Hourly EsGil Fee 1 Hr. @ * $120.00 I $120.00I Comments: Sheet 1 of 1 A BNVE STRUCTURAL • CIVIL .SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 .San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Dane Hansen DATE: March 7, 2018 PROJECT NUMBER: 13020A.1 \'s STRUCTURAL CALCULA1 FOR 1950 Camino Vida Roble AwnurJc( , ;~'C*11 Carlsbad, CA Table of Contents: Project Loads ....................................................................................................................... 1 FramingDesign.................................................................................................................10 cfESS,oA DATE SIGNED: 3/7/18 Prepared for idStudios 236 S Sierra Avenue, Suite 110 Solana Beach, CA 92075 r3NV;DATE SHEE I ! NGgNIUlD TO (KIlO IXPICTAflONS I 1 I ENGR! --- _JOB-NO. C) PROJECT' 1 _________________ •1 ' - -r- ---f '- Qejo L.A-óJ' IIf I I -i I s/.yrJt.1 4; -- L L6 -sô, c, itIl ;21: I1rI 1l I I LL iL _ItJiiiF t H __ 1t111 14 iv LHi± FJfJ I__I_I ¶-. I 4 f-1-'T- - _[ L ! II I -- • ; f ----t- -4-- I I I I _-- L- 1 - J : 1T T TN 1 4T r -44 IYTr Yi -1 sk I iI I ' --1 °S jotççH Tj J H ThT Th: J} 4TF T -- 4 I DITEIII LB''E1SH'ELT_.... I I l I JNGrn11110TO1CIDmECTAUONSI I J -ENGR I I L4 JOB NO I IItt•• 4. I II . . PROJECT 0 - I •!i I LLJ± L •1.- I& 0 Ic ~6 c k ?0-4- CJ 1 f 4 'I *I I•, •1 I I I 'J•'jW 11JiJ .? Lit 'fl ±1+ Lo IA 4 H tj :i t 1t jj ' t•• 1- 1 ' to 4 ti4 1 tt I t-' I 24crI I I •k * Jç i47r I 1 • : j_•: Lit H 1 t ti , t1 . LL± •1••tW t•j±L+1J••L i Tt I1tdiji4LL! 4 i ~4 T11 1 11liu!2u1 I Design Maps Summary Report IJSGS Design Maps Summary Report User—Specified Input Building Code Reference Document ASCE 7-10 Standard (which utiizes USGS hazard data available in 2008) 0 Site Coordinates 33.122160N, 117.2839°W Site Soil Classification Site Class 0 - "Stiff Soil" Risk Category 1/11/111 USGS—Provided Output 0 S5 = 1.079 9 SMS = 1.153g S= 0.769g s1 = 0.416 g S = 0.659 g SDI = 0.440 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. MCE, Response Spectrum Design Response Spectrum Peqi,d. I (s) Peric4. I (see) For PGAM, TO C, and C 1 values, please view the detailed report, 0 ough this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the racy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 3 .28390368782495&s... 111 ljl.SU!2U1 ' Uesign Maps (Jetalled Report IJSGS Design Maps Detailed Report 51 ASCE 7-10 Standard (33.122160N, 117.2839°W) Site Class 0 - "Stiff Soil', Risk Category I/Il/Ill Osection 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S) and 1.3 (to obtain 53. Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 221. '' Ss = 1.079 9 From Figure 22-2 ' = 0.416 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class or J\. Hard Rock >5,000 ft/s N/A N/A B Rock 2,500 to 5,000 ft/s N/A N/A Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psi Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psI Soft clay soil <600 ft/s <15 <1,000 psi Any profile with more than 10 ft of soil having the characteristics: Plasticity index P1 > 20, Moisture content w ? 400/6, and Undrained shear strength s < 500 psI F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 rn/s llb/ft2 = 0.0479 kN/m2 https://ear1hquake.usgs.govIcnh/deslgnmaps!us/reporLphp?template=mininial&latitude33 .122160965421315&longltude=-117.28390368782495&sitec... jIG i,ju,u' I Design Maps Detailed Report 5 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (Mg) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F Site Class Mapped MCE , Spectral Response Acceleration Parameter at Short Period S :5 0.25 S = 0.50 Ss = 0.75 55 = 1.00 Ss a 1.25 A 0.8 0.8 0,8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 L 1.1 1.0 E 2.5 1.7 1.2 0.9 0,9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S. For Site Class = D and S. = 1.079 g, F = 1.068 Table 11.4-2: Site Coefficient F Site Class Mapped MCE Spectral Response Acceleration Parameter at 1-s Period 0 S1 :5 0.10 S1 = 0.20 S = 0.30 S1 = 0.40 S 2t 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 0 2,4 2.0 1.8 1.6 1,5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S = 0.416 g, F, = 1.584 E* https://earthquake.usgs.gov/cnh/designmaps/us/report,php?template=mlnjmal&latitude33. 122160965421315&longitude=-117.28390368782495&sitec... 216 1iI•Ju1Zu1 I Design Maps Detailed Report 1.1 Equation (11.4-1): FS5 = 1.068 x 1.079 = 1.153 g CE quation (11.4-2): FS1 = 1.584 x 0,416 = 0.659 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): Sos = % Sms = % x 1.153 = 0.769 g Equation (11.4-4): S0 = % S,,11 = % x 0.659 = 0.440 g Section 11.4.5 - Design Response Spectrum From Figure -22-12131 TL = 8 seconds Figure 11.4-1: Design Response Spectrum I I<TQ: S.S(0.4 +06TITD ) -- TTT5:S1 5 I i T,<T~TL:S1 S01/T 0 T>TL:SI=SOITLIP tn I I $ $ ID S,ø0,440 41 I .4 I I I I $ I $ I I I I $ I I Ui 4 $ I I I I ID $ $ $ 4 $ I 4 S 4 I I -O.1 14 1Q572 1.000 Period. T (sec) N] httpslIearthquake.usgs.gav/cn 7.26390368782495&sltec.-. 316 1, iit.uiui L)eslgn Maps uetailed Report 7 Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCE Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Peciod. t (e) ttttps://earthquake.usgs.gov/cnlldeslgnmapsluslreportphp?ternplate=minjmal&latitude=33,1 2216096542131 S&Iongitude=- 117.28 390368782495&sitec . . . 4/6 iii.oiuii ueslgn Maps L)elalleci Keport Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7141 PGA =0.421 Equation (11.8-1): PGAM = FPGAPGA = 1.079 x 0.421 = 0.454 g Table 11.8-1: Site Coefficient FPG& Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA PGA = PGA = PGA = PGA 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 6 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.421 g, FPGA = 1.079 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17' CRS = 0.963 From Figure 22-1801 C 1 = 1.017 E* https://ear1hquakeusgs.gov/cn1 516 ii/.,u/u-I I uesign Maps Lietallee Keport Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter VALUE OF sc RISK CATEGORY loril III IV 5Ds<0•167g A A A 0.167g S < 0.33g B B C 0.33g S,5 < 0.50g C C D 05OS 5 D 0 D For Risk Category = I and SDS = 0.769 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter VALUE OF SDI RISK CATEGORY or III IV SDI < 0.067g A A A 0.0679 S01 < 0.133g B B C 0.1339 sr, < 0.20g C C 0 0.209S01 D D D For Risk Category = I and 5 = 0.440 g, Seismic Design Category = D Note: When S is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective Othe above. Seismic Design Category "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References Figure 22-1: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7 Figure 22-1. pdf Figure 22-2: https ://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7 Figure 22-2. pdf Figure 22-12: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/2o1o_AscE7Fjgure2212.pf Figure 22-7: https ://earthquake.usgs.gov/hazards/designmapg/downloads/pdfs/20 1O_ASCE-7_Figure_22-7. pdf Figure 22-17: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/20 1O_ASCE-7_Figure_22-1 7.pdf Figure 22-18: https://earthquake. usgs.gov/hazards/designmaps/downloads/pdfs/20 10_ASCE-7j1gure_22-18.pdf 01 616 Aill 4 . 4 IMGINtUVPTXUSOVXIUATIOM1 ENGR Q 'PROJECT I SHEET H I -JOB NO- ., .. I 14 4.. I tj - I I I •_:; .__ 4 - TI' 1t .4i 11 f 1J/TE Hcck1 t.1 r- -r-±f rtrrrr I ' 4-•I t I - •• f 4 3 - -t 1 j I I-- i 1 r UtA*JC 1 H1 jk kwl H. I~4f IC( t. • - I - r1 III u lj.i..... j1 f III ti j r j4) I . . • - TT , fT1 I I II -\ 1I- - I / • • • I I 3 -- - I 4 i H H 4-4 ______ 1 • •i I f t ..TTT I II.' -I Jil 1L ESR-2269 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE124 11 SHANK MINIMUM FASTENER FASTENER DIAMETER EMBEDMENT ALLOWABLE LOADS (Ibf) DESCRIPTION (Inch) DEPTH (Inches) Concrete _Compressive _Strength: 2000 psi 4000 psi 6000 psi 8000 psi Load Direction: Tension Shear Tension Shear Tension Shear Tension Shear 3/4 100 125 100 125 105 205 - - Universal 1 165 190 170 225 ___________ ii 2802 - Knurled Shank X-U 0.157 1'!, 240 310 280 310 180 425 - - 1 '/2 275 420 325 420 - - - 3,2 100 155 100 175 105 205 135 205 is 165 220 180 225 150 300 150 215 Smooth Shank X.P 0.157 11/45 240 310 280 310 180 425 - - 112 310 420 - - - . - For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 psi = 6895 Pa. 'Unless otherwise noted, values apply to normal weight cast-In-place concrete, Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 'Unless otherwise noted, concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 'This allowable load value for the X.0 fastener also applies to normal weight hollow core concrete slabs with fç of 6600 psi and m!nimum dimensions Shown In Figure 7, when Installed In accordance with Section 4.2.4. 4The fasteners listed In the table above may be used for static load conditions and for the seismic toad conditions described In Section 417, as applicable. The tabulated allowable toads apply to static toad conditions. For seismic load Conditions, the allowable loads must be limited in accordance with Section 4.1 items 2 and 3, as applicable. 'Applies to fastening of cold-formed sleet up to 54 mil thick using the X-P 22, X.P 27, X-P 34 and X-P 40 fasteners, respectively, for the 'J 1 04 and 1 inch embedment depths. TABLE 4—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL-WEIGHT CONCRETE USING DX4(WIK'4 FASTENER I SHANK I MINIMUM DESCRIPTION FASTENER DIAMETER I EMBEDMENT ALLOWABLE LOADS (ibf) (inch) (Inches) Concrete Compressive Strength: 4,000 psi I 6,000 psi Load Direction: Tension Shear I Tension Shear Universal X-U 47 P8 w/ 0,157 112 395 405 360 570 Knued Shank DX-lK For ST: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6895 Pa. 'X.0 Fastener is installed using the DX-KWiK drilled pilot hole installation procedure described in Section 4.2.5. 'Pilot holes must not be drilled until the concrete has reached the designated minimum compressive strength. 'Concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 4Tha fasteners listed in the table above may be used for static toad conditions and for the seismic load Conditions described in Section 4.1 .7 as applicable. The tabulated allowable toads apply to static load conditions. For seismic load conditions, the allowable loads must be limled In aeeordance with Section 41.7, items 2 and 3, as applicable.