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2680 OCEAN ST; ; CBR2018-0682; Permit
Building Permit Finaled (ity of Carlsbad [111111Aesidential Pit___ --_ Print-Date: 12/08/2020 Permit No: CBR2018-0682 Job Address: 2680 OCEAN ST, CARLSBAD, CA 92008-2237 Status: Closed - Finaled Permit Type: BLDG-Residential Work Class: Single Family Replacemel Parcel #: 2031411000 Track #: Applied: 03/20/2018 Valuation: $615,606.06 Lot #: Issued: 12/19/2018 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project #: DEV2017-0016 Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Finaled Close Out: Inspector: TFraz Final Inspection: 12/08/2020 Project Title: OCEAN STREET RESIDENCE Description: OCEAN ST RESIDENCE: 3,881 SF REPLACEMENT SFD W/ 550 SF GARAGE & 320 SF DECK Property Owner: CARLSBAD MERMAID TRUST 09-23-08 1673 AMANTE CT CARLSBAD, CA 92011 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $2,385.00 BUILDING PLAN CHECK FEE (BLDG) $1,669.50 DRAINAGE FEE PLDA A Medium Runoff .. $1,474.55 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $96.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $170.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL . $224.00 PUBLIC FACILITIES FEES - outside CFD $15,527.79 5B1473 GREEN BUILDING STATE STANDARDS FEE $25.00 STRONG MOTION-RESIDENTIAL . $80.03 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $56.00 WATER METER FEE 1" Displacement $34.00 WATER SERVICE CONNECTION FEE 3/4" DISPLACEMENT (P) $1,775.00 Total Fees: $23,872.87 Total Payments To Date: $23,872.87 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. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1760-602-8560 f I www.carlsbadca.gov rg 4fCity f Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check NoQSJ— fJ,çj2_ Est. Value 1oU .InrVn — Ph: 760.602-2719 Fax: 760-602-8558 Cdisbad email: bulldlng@carlsbadca.gov Plan Ck. Deposit www.carisbadca.gov Date "2 _'7t" - Lj JOB ADDRESS SUITE#/SPACE#/UNIT# APN 2(0W r-r - - 10 0 ,T/PROJECT C LOT C PHASE C C OF UNITS C BEDROOMS C BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE 0CC. GROUP Pzori-OOZ I I DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) N :.0 Loy EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRI KLERS I -S F'. YES,/J # NOD YES NOD YES NOD APPLICANT ME jPrlmary Contact) PROPERTY OWNER NAME SA4 zt_7 ADDRESS ADDRESS 21( cr. .r CITY STATE ZIP CITY STATE ZIP 1 L 0 z..o LI PHONE FAX PHONE FAX 6_14-c.c, EMAIL j,4 g r ç. ' c) & ii,.. • 14, EMAIL ______________________________________________ DESIGN PROFESSIONAL NAME CONTRACTOR BUS. NAME fif!nE ,iJ4Ei /o4le. Fjn/d41 4 iAf,L ADDRESS ADDRESS 7 44/ ,' ar CITY STATE ZIP CITY STATE ZIP 9l PHONE FAX PHONE FAX 742 EMAIL EMAIL 4AT&)1Ld'idV'/fé4.44 STATE LIC.0 CLASS Cliv BUS. LIC.0 STATE LIC. C f y7e6 ___________________________ 5&0007'- (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: I hereby affirm under penally of perjury one of the following declarations: O I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 370001 the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, fOr the performance of the work for vpich this permit is issued. My workers' compensation in;urance carrier and policy number are: Insurance Co._E4eS r d62AA/ Z Policy No. _7OQD/"/It' 18'I Expiration Date _,7fr,J/q This section need not be completed if the permit is for one hundred dollars ($100) or less. O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any poison in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, Labor code, interest and attorney's lees. CONTRACTOR SIGNATURE OAGENT DATE I ® Q!J@G1 ®DeM?O®V I thereby affirm that lam exempt from Contractor's License Law for the following reason: O 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). O 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 properly who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am 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.l(have I have not) signed an application for a building permit for the proposed work. I haeblitrãcted with the following person (firm) to provide the proposed construction (include name address! phone! contractors' license number): I plan to provide portions of the work, but I have hired the folloiflg person to coote,pervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have contracted (hired)Me following perrjtb providkflre work indicated (include name! address! phone! type of work): Fill P .,'PROPERTY OWNER SIGNATURE GENT .t®& 17O00 O®() £®(D ® O()@()17O(AO O(C)O)@ 9)&000176 ®(li? 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 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYes 0 No Is the facility lobe constructed within 1,000 feet of the outer boundary of a school site? DYes 0 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. 11 00001391b a@130(99 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 0((51i3 090(700( I certifythatl have read the application and state thatthe above information Isconectand thatthe Information on the pIansisairate. I agmetocomplywithall Cityordlnancesand State IawsmIatingth bui!dingconstruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over5' deep and demor or construction of strucbires over 3 stories in height EXPIRATION: Every permit issued by the Building Official u~er the provis fth eshall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within l8O days *omthe date ofsuch pemiitcrif the bulldin okauthorlzed dip is suspended atany time after the work is commenced for apedod of l8o days (Section 106A.4 Uniform Building Code). ,'APPLICANT'S SIGNATURE ( DATE Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST • . .09-23-08 Work Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK # 2 Status: Closed -Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST CARLSBAD, CA 92008-2237 • lVR Number: 10228 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date ,. Status BLDG-Structural Final December 8, 2020: (all final clearances Yes approved). 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. public works/Inspector final clearances . . for: Street right of way patch repair. erosion control landscaping/planting required per grading plan-approved and signed off on permit inspection record card. • • ,. 'I 3. Fire department approval email clearances approved and signed-off. 4. Released gas meter released. • BLDG-Electrical Final December 8, 2020: (all final clearances Yes approved). 1. Final inspection completed and scope of • new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan-approved and signed off on permit inspection record card. • 3. Fire department approval email clearances approved and signed-off. 4. Released gas meter released. • Tuesday, December 8, 2020 --.- . • • Page 6 of 6 Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST 09-23-08 Work Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK #2 . Status: - Closed - Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST IVR Number: 10228 CARLSBAD, CA 92008-2237 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final December 8, 2020: (all final clearances Yes approved). 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan-approved and signed off on permit inspection record card. 3. Fire department approval email • clearances approved and signed-off. 4. Released gas meter released: BLDG-Mechanical Final December 2, 2020: (pending clearances). Yes 1. Final inspection completed and scope of. new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. Pending: public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan. 3. Fire department approval email clearance required, or needs to be verified prior to final building inspector sign-offs. 4. Informed Bart contractor pending items for final building clearances/sign-offs. 5. Released gas meter released. BLDG-Mechanical Final December 8, 2020: (all final clearances Yes approved). 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan-approved and signed off on permit inspection record card. . 3. Fire department approval email clearances approved and signed-off. 4. Released gas meter released. Tuesday, December 8, 2020 . . . • Page 5 of 6 Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST 09-23-08 Work.Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK #2 Status: Closed - Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST IVR Number: 10228 CARLSBAD, CA 92008-2237 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Structural Final December 2, 2020: (pending clearances). Yes Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. Pending: public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan. 3 Fire department approval email clearance required, or needs to be verified prior to final building inspector sign-offs. Informed Bail contractor pending items for final building clearances/sign-offs. Released gas meter released. BLDG-Electrical Final December 2, 2020: (pending clearances). Yes 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. Pending: public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan. 3. Fire department approval email clearance required, or needs to be verified prior to final building inspector sign-offs. 4. Informed Bail contraâtor pending items for final building clearances/sign-offs. 5. Released gas meter released. 12/08/2020 1210812020 BLDG-Final Inspection 145841-2020 Passed Tony Alvarado Complete Tuesday, Deëember 8, 2020 Page 4 of 6 Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST 09-23-08 Work Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK #2 Status: Closed - Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST IVR Number: 10228 CAR LSBAD, CA92008-2237 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency December 2, 2020: (pending clearances). Yes - 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. Pending: public works/Inspector final clearances for: A) Street right of way patch repair. B) erosion control landscaping/planting required per grading plan. 3. Fire department approval email clearance required, or needs to be verified prior to final building inspector sign-offs; 4. Informed Bart contractor pending items for final building clearances/sign-offs. S. Released gas meter released. BLDG-Plumbing Final December 2, 2020: (pending clearances). Yes Final inspection completed and scope of new single-family dwelling work for architectural/engineerplans and detail specifications —approved. Pending: public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan. 3. Fire department approval emal clearance required, or needs to be verified prior to final building inspector sign-offs. 4. Informed Bart contractor pending items for final building clearances/sign-offs. 5. Released gas meter released. BLDG-Mechanical Final December 2, 2020: (pending clearances). • • • Yes 1. Final inspection completed and scope of new single-family dwelling work for architectural/engineer plans and detail specifications —approved. 2. Pending: public works/Inspector final clearances for: Street right of way patch repair. erosion control landscaping/planting required per grading plan. 3. Fire department approval email clearance required, or needs to be verified prior to final building inspector sign-offs. 4. Informed Bart contractor pending items for final building clearances/sign-offs. 5. Released gas meter released. Tuesday, December 8, 2020 • Page 3 of 6 Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST 09-23-08 Work Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK # 2 Status: Closed - Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST IVR Number: 10228 CARLSBAD, CA 92008-2237 Scheduled Actual Inspection Type Inspection No. Inspection Primary inspector Reinspection Inspection Date Start Date Status 02/10/2020 0211012020 BLDG-13 Shear 118900.2020 Passed, Chris Renfro . Complete Pane!sIHD(oktowap)'._,,' - Checklist Item COMMENTS Passed BLDG-Building Deficiency Special inspection report collected. OK to Yes wrap 04/1612020 0411612020 BLDG-84 Rough 124866-2020 Failed . Michael Collins •,Reinspection Incomplete Combo(1,24,3444),,.._ Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, need Fire Dept. sign off. No Exhaust duct terminations not compliant to openings in a building, fill lumping including roof drains, nail plating, nail off hangers, etc... 0412312020 0412312020 . BLDG-84 Rough 125461-2020 Passed Michael Collins . Complete I Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready, need Fire Dept. sign off. No Exhaust duct terminations not compliant to openings in a building, fill lumping including roof drains, nail plating, nail off hangers, etc... BLDG-14 4/23/20, minor pickup, see GC for list Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 04/2812020 04/2812020 _BLDG-16 Insulation _• 125798-2020. Passed .Michael Collins,. Corn plete,,L) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0511512020 05115/2020 'BLDG-82 Drywall, 127633-2020 Passed Peter Drelbelbis . Complete Exterior Lath, Gas Test, Hot Mop_ .. •. •, I Checklist Item COMMENTS Passed BLDG-Building Deficiency . Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and . Yes Drywall BLDG-23 Gas-Test-Repairs Yes 12/0212020. 12/0212020 BLDG-Final Inspection _145153-2020 . Partial Pass Tony Alvarado ReinspectionIncomplete Tuesday, December 8, 2020 - Page 2 of 6 Building Permit Inspection History Finaled (7cit y of Carlsbad Permit Type: BLDG-Residential Application Date: 03/20/2018 Owner: TRUST CARLSBAD MERMAID TRUST 09-23-08 Work Class: Single Family Replacement Issue Date: 12/19/2018 Subdivision: GRANVILLE PK #2 Status: Closed - Finaled Expiration Date: 05/17/2021 Address: 2680 OCEAN ST IVR Number: 10228 CARLSBAD, CA 92008-2237 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1212012018 1212012018 BLDG-SW-Pre-Con 07947172018 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Met with Bart Negllo gave him work hours Yes - and inspection Cheat Sheet for calling in. inspections looked at foundations for perimeter walls 01/03/2019 01I03I2019 BLDG-66 Grout 080358-2019 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre grout for perimeter walls OK 01/03/19 Yes 02112/2019 02/1212019 BLDG-21 083487-2019 Passed Tim Frazee Complete UndergroundlUnderflo - or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/15/2019 03/15/2019 BLDG-11 086188-2019 Partial Pass Tim Frazee Reinspectlon Incomplete FoundatlonlFtglPiers (Rebar) Checklist Item COMMENTS . Passed BLDG-Building Deficiency Pire Fig rebar OK at 5C & 5N Ready to pour Yes 04/22/2019 04/2212019 BLDG-11 089592-2019 Passed Tim Frazee Complete FoundationlFtglPlers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pier Fig. rebar OK at 5C & 5N Ready to Yes pour Foundation rebar complete ready to pour 4/22/19 08/21/2019 08/20/2019 BLDG-15 Roof/ReRoof 101429-2019 Cancelled Tim Frazee Reinspectlon Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 08/23/2019 08/23/2019 BLDG-15 Roof/ReRoof 101728-2019 Passed Peter Drelbelbis Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Tuesday, December 8, 2020 . Page 1 of 6 FIRE 'DEPARTMENT Fire Prevention 1635 Faraday Avenue, Carlsbad CA 92008 www.carlsbadca .ciov (7city of Carlsbad December 04, 2020 Case Number: FPR2019-0158 Case Module: Permit Management Inspection Date: 12/04/2020 Inspection Status: Passed Inspector: Felix Salcedo Inspection Type: FIRE-Res Single Fam Sprinkler Final(20) Job Address: 2680 Ocean St Parcel Number: 2031411000 Carlsbad, CA 92008-2237 Contact Type Name Applicant INNOVATIVE FIRE PROTECTION INC JOSEPH PLASSMEYER INNOVATIVE FIRE PROTECTION INC JOSEPH PLASSMEYER Fire Prevention Contractor INNOVATIVE FIRE PROTECTION INC INNOVATIVE FIRE PROTECTION INC Checklist Item Passed Comments FIRE- Fire Deficiency Yes 11/20/20 NC Inspector test valve fails to ring bell. 12/4/2020 Completed Rob Salcedo, Felix Page 1 of I 1635 Faraday Avenue, Carlsbad CA 92008 1 760-602-4662 1 760-602-8561 f I firemail@carlsbadca.gov Copy City of Carlsbad 4000N~~~ 1911wG INSPECTIONomvzc= I FEB 10 2020 BUILDING DIVISION 3406 Texas Street San Diego, CA, 92104 619-261-9022 desmond@Kingisi.com www.kingisi.com SPECIAL INSPECTION DAILY REPORT Special Inspection Reports shall be prepared on a Daily Basis. All Non-Compliant conditions must be reported IMMEDIATELY to the Superintendent. Each Inspection Report shall be completed and signed by the Special Inspector conducting the Inspection / Testing. Project Name: Samuel Wright Date: 01/22/20 Building Permit #: CBR20180682 Time Arrived: 0800 Hours: 4 Prolect Location: 2680 Ocean Street, Carlsbad, CA, 92008 Time Departed: Contractor: Greg Wright Architect: Wright Design Sub-Contractor: Engineer David Thomas Inspection I Material Description Samples Ticket No#: Air Temp: Concrete Temp: @ Mins.SIump: Approved Drawings: S2 thru S6 - Work Inspected: - Inspection and Observation completed for Interior / Exterior ShearnaiIini and anchors. For all Three levels. at altbreak. Straps completed and C1ips@8lr&f2l In place. _WaL[ype42734,) TV P 1 Un 4/12, 3119 2/1.2J]aillng,.5L&AnchQrs,JdDJJ_SC bed, 1eS /Per Ban —Repor-emailed-te-Super-eg WORK: INSPECTED 11 ACCOPOANCE WITH THE REQUIREMENTS OF THE APPR V OCUMENTS. MATERIAL INSPECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THE APPROVED DOCUMENTS. LAB ID ATrACHEO, SAMPLES SCHEDULED FOR PICK-UP THE WORK INSPECTED: Signature of Special Inspector: Print Name: Desmond King CERTIFICATION #: SD #1169, ICC #8132156 Signature of Superintenden ") 420 Gomp.os Road• Ou.nlrld. •CA192054 NSI O1!ks (760) 2O4O4CFx(T8O463.2144 NARBETH STRUCTURAL INSPECTION I 010ft 04/17 /20191Z Authorized IN AO icao spoclal bectar Q RPWOHCCONCREfE Mmaw.smaAmemy 0 AV-PPUAREPOING 0 FA&SWSMOOKWE 13FBMWCMWMM o - 0 FBWORMMASWW 0 cow*ri BACOS 2680 Ocean Street, Carlsbad PT NWOM CBCA201 8-0055 PlAN RLE MJM8 OWNMORPROJWM" Shafran Res 0 Struct. Steel 0NS1B. MArtTypE. GRA, Erc,) 4.JC1l sawom Thomas Engineering/PACO ccm8E MAL CI4. -a'AGMDe3 WR.Wa.O.D. E1V. WNCGeneral Contractors,lnc A490 High Strength bolts OW7ft DOING FMVMW WOIK _PACO/Det Mar Fab - LAB. PCVING&TflNGCONSlR Mt$NtWtES Torquools California 1SP6C0 VON VM ARRWAL 9 MW .RftIRE ,ME: WWM Mpo"cwo PIO A.ETC. wocøc0 t4.lJOE$ ABOUTAMQ)4TB CF MATEIN. R OR WCIE . tlJM.TVPEL fI NOCF INort..iw OLT '. - 0 4/17 4hrs Observation of Torquing of High Strength bolts at Moment Frame Conns. (3) beams. (6) total connections with (8) 1 1/4" A490 boltsggr Connections Per Details 5/MF-T2, 3/MF-T1 Bolts where installed with correct Washers per manufactures Specs. Bolts torqued with hydraulic Torque wrench. Table C minimum bolipretension- Force for ASTM A490 1 1/4" bolts 2125ft-lb • - Gauge actual _reading_at5600PS1_ _ft-lbs_2161 After Torquing all plies tight and aligned corretly Torguing complies with manufactures specs and code - LC Hydraulic Torque Model _Wrench, _Manufacture-Hytorc_ _HY-4XLCT-S#T0403 Calibrated 6/5/18 NOSHOK_ Pressure -10000-Pump_S#544861 _Gauge _model _40-901 Calibrated 11/12/2018 THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILIf TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES.. KrCL- I-e u. _1I u K]aru + - TWAPRWWKAM 1keATIONABDApptJCBLE5BcnONsQFThE -, DATES$ 04'!17! _5220351 ICC 0 WHrrE MEl CANARY- Co*ar PINK- iding Offld.I EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 Mr. Alan Shafran December 27, 2018 1673 Amante Court Project No. 1.7-1106D5 Carlsbad, California 92011 Subject: Foundation Excavation Observation Proposed Single-Family Residence 2680 Ocean Street City of Carlsbad, California 92008 References: 1. "Report of Field Density Tests, Proposed Single-Family Residence, 2680 Ocean Street, City of Carlsbad, California 92008", Project No. 17-1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated December 7, 2018. 2. "Limited Geotechnical Investigation, Proposed Single-Family Residence, 2680 Ocean Street, City of Carlsbad, California 92008", Project No. 17-1106D5, Prepared by East County Soil Consultation and Engineering, Inc., Dated March 2, 2017. Dear Mr. Shafran: In accordance with your request, we have observed the foundation excavation for the proposed retaining wall ajacent to the east property line at the subject site. The footing has been excavated to the proper depth and width into competent bearing soils and is in compliance with the approved building plans. Foundation excavation, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). If we can be of further assistance, please do not hesitate to contact our office. Respectfully Submitted, OF ESSI 4?ous. GE 2704 o\ EXP g J 1* \ /d h4amadou Saliou Diallo, P.E. RCE 54071, GE 2704 MSD/md EsGil A SAFEbuIttCompany DATE: August 29, 2018 U APPLICANT ,1URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-0682 SET: III PROJECT ADDRESS: 2680 OCEAN STREET PROJECT NAME: SFR FOR SHAFRAN 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. 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 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. fl 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_8*MW,4RHJ Telephone #: 760-213-1460 Date contacted: fiyiL -. Email: wrighthaus(roadrunner.com Mail Telephone Fax In Person REMARKS: ) Sheets A3, A6, E2, MF-T1, MF-T2, and MF- bee(sIip sheeted; please do the same to all other sets of plans. \JJ By: Chris Shaver (for AS) Enclosures: EsGil 8/23/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 'I EsGil A SAFEbuittCornparly DATE: August 15, 2018 U APPLICANT 1 URIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-0682 . SET: II PROJECT ADDRESS: 2680 OCEAN STREET PROJECT NAME: SFR FOR SHAFRAN i 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. 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. 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: 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: SAM WRIGHT gii dLc(W -J (b— Fax In Person LII REMARKS: Telephone #: 760-213-1460 Email: wriqhthauscroadrunner.com By: Chris Shaver (for AS) Enclosures: EsGil 8/9/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuittCompany DATE: APR. 02, 2018 U APPLICANT JURISDICTION: CARLSBAD flJURIS. PLAN CHECK #.: CBR2018-0682 SET: I PROJECT ADDRESS: 2680 OCEAN STREET PROJECT NAME: SFR FOR SHAFRAN 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. LII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. fl 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: 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: SAM WRIGHT Telephone #: 760-213-1460 Date contacted: '1/21ig (by4— - Email: wrihthausroadrunner.com eIephone Fax In Person By: ALl SADRE, S.E. Enclosures: EsGil 3/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBR20 18-0682 1. APR. 029 2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2018-0682 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2680 OCEAN STREET FLOOR AREA: LIVING = 3,881 GARAGE = 550; DECKS = 320 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 3/20 DATE INITIAL PLAN REVIEW COMPLETED: APR. 02, 2018 STORIES: THREE HEIGHT: 28' DATE PLANS RECEIVED BY ESGIL CORPORATION: 3/22 PLAN REVIEWER: ALl SADRE, S.E. 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 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 2015 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 CBR20 18-0682 APR. 02, 2018 [DO NOT PA Y — THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-0682 PREPARED BY: ALl SADRE, S.E. DATE: APR. 02, 2018 BUILDING ADDRESS: 2680 OCEAN STREET BUILDING OCCUPANCY: R3/U; V-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) LIVING 3881 GARAGE 550 DECKS 320 Air Conditioning 3881 Fire Sprinklers 4431 TOTAL VALUE 615,606 Jurisdiction Code ICB lay Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee V Type of Review: lJ Complete Review o Structural Only Repetitive Fee Repeats Other Hourly Hr. © * EsGil Fee I $1,359.601 Comments: Sheet 1 of 1 I BUILDING ENERGY ANALYSIS REPORT AUG 08 2018 PROJECT: Ocean Street Residence 2680 Ocean Street Carlsbad, CA 92008 CITY OF CARLSBAD BUILDING DIVISION Project Designer: Wright Design 2911 State Street Carlsbad, CA 92008 760-720-7631 Report Prepared by: Michael Dell DELL CO. 1629 York Drive Vista, CA 92084 760 Job Number: R3-218 Date: 8/2/2018 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software - www.energysoft.com. Structural Calculations (Correction Response) Project Ocean St. Residence / 18105 2680 Ocean Street Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 11 E:] David Thomas Engineering, A.P.C. Structural, Engineering Services Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 106, San Diego, California 92130 Office Phone: (858) 201-3072 Cell Phone: (858) 336-9902 Website: www.dtenesd.com Email: david(dtensd.com Job Ocean St. Residence 18105 Sheet No. 1 of Calculated by DT Date 4-27-18 David Thomas Engineering CORRECTION RESPONSE Correction #14: Guardrails to be part of deferred submittal per arch'l. ,J Correction #15: See Sheet S-2 for "Drainage Note". Correction #16: Soils Engineer to provide review letter. / Correction #17: See updated details 1/SD-3, 2/SD-6, and 8/SD-6 with added weld size and type for end plates. 'I Correction #18: See updated detail 6ISD-10 with added weld size and type for end plates. Correction #19: See updated details 1ISD-10 and 2/SD-1 with added "typical" note to 5/16" fillet weld. Correction #20: See updated Foundation Plan with site wall and detail call out. See also added site/planter wall detail 6/SD-1 3 to match wall height and retained height on sheets A6, and AT Correction #21: See attached updated retaining wall calculations. Correction #22: See Sheet S-2 for for "Concrete Slab On Grade" note. Correction #23: See Sheet S-2 sheathing schedules. Correction #24: See added shop drawing sheets for the Special Moment Frame by PACO Steel. Structural calculations for SMF by PACO Steel to be submitted with resubmittal package. See also updated and additional moment frame details on SD-3, SD-7, SD- 12, SD-13, and SD-14. Load Factors - Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 T- DAVID THOMAS ENGINEERING, APC. Title Ocean St. Residence Structural Engineering Services Job #:18116 Dsgnr: Office: (858) 201-3072 Description.... - Cell: (858) 336-9902 Property Site Wall david@dtengsd.com Sheet 2 of 8 This Wall in File: E:EgnyteShared\DTE Team Folder\0 - Project Folders2018\18105-Ocean St-Wright\E Page: 1 David Thomas, S.E Date: 25 APR 2018 RetainPro (c) 1987-2017. Build 11.17.11.03 uantlleverea Ketaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Retained Height = 4.50 ft Wall height above soil = 1.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 2.11 OK Sliding = 1.54 OK Total Bearing Load = 1.743 lbs ...resultant ecc. = 9.08 in [!oil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pd Soil Density. Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 7.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (V (Service Level) Wind on Exposed Stem = 30.0 psf (Service Level) Stem Construction • Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft4 = Strength Level ft-# = Moment.....Allowable = Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data r [Adjacent Footing Load 1 ,uJdIer1t ruuuriy LUdU u.0 lub Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 #4 16.00 Edge 0.707 450.0 843.8 1,193.2 4.9 45.1 91.50 5.25 Soil Pressure @ Toe = 849 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,189 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 2.6 psi OK Footing Shear © Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 890.0 lbs less 100% Passive Force = - 763.9 lbs less 100% Friction Force = - 610.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK I'm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. A!II 'Alainhf nf = 780 s' ' - Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy psi= ATu" DAVID THOMAS ENGINEERING, APC. Title Ocean St. Residence Structural Engineering Services Job #:18116 Dsgnr: Office: (858) 201-3072 Description.... Cell: (858) 336-9902 Property Site Wall david@dtengsd.com Sheet 3 of 8 This Wall in File: E:\Egnyte\Shared\DTE Team Folder\0 - Project Folders\201818105-Ocean St-Wright\E Page: 2 David Thomas, S.E Date: 25 APR 2018 Retalnpro (6)1987-2017, build 11.17.11.03 License: KW-06060528 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: David Thomas Engineering I Footing Dimensions & Strengths • Toe Width = 3.58 ft Heel Width = 0.67 Total Footing Width = 4.25 Footing Thickness = 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover © Top 3.00 © Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,189 0 psf Mu': Upward = 5,411 0 ft-# Mu': Downward = 3,143 0 ft4 Mu: Design = 2,268 oft-# Actual 1-Way Shear = 2.62 0.00 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.20 1n2 Min footing T&S reinf Area per foot 0.52 in2 aft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4@ 9.26 in #5@ 7.18 in #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 845.0 2.17 1,830.8 Soil Over Heel = 0.2 4.25 0.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = 45.0 7.25 326.3 • Axial Live Load on Stem = = Soil Over Toe = 1.79 Surcharge Over Toe = Total 890.0 O.T.M. 2,157.1 Stem Weight(s) = 468.0 3.92 1,832.8 Earth © Stem Transitions = = = Footing Weight = 1,275.0 2.13 2,709.4 Resisting/Overturning Ratio = 2.11 Key Weight = 2.00 Vertical Loads used for Soil Pressure = 1,743.2 lbs Vert. Component = Total= 1,743.2 lbs R.M. 4,542.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.033 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. TDAVI D THOMAS ENGINEERING, APC. Title Ocean St. Residence Structural Engineering Services Job #:18116 Dsgnr: Office: (858) 201-3072 Description.... Cell: (858) 336-9902 Property Site Wall david@dtengsd.com Sheet 4 of 8 This Wall in File: E:\Egnyte\Shared\DTE Team Folder\0 - Project Folders2018\18105—Ocean St—WrightE Page: 3 David Thomas, S.E Date: 25 APR 2018 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stressfs = 14142.97 Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem desigii segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = 21.21 in 14.14 in 6.00 in 0.1500 in2lft 0.1080 in2lft TLE\ DAVID THOMAS ENGINEERING, APC. Title Ocean St. Residence Page: 4 Structural Engineering Services Job #:18116 Dsgnr: David Thomas, S.E Date: 25 APR 2018 Office: (858) 201-3072 Description.... Cell: (858) 336-9902 Property Site Wall daviddtengsd.com Sheet 5 of--B— This Wall in File: E:\Egnyte\SharedDTE Team Folder\0 - Project Folders\2018118105-Ocean St-Wright\E Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 8' Sol 8 -V • nil o. l 41..3' T- DAVID THOMAS ENGINEERING, APC. Title Ocean St. Residence Structural Engineering Services Job #:18116 Dsgnr: Office: (858) 201-3072 Description.... . Cell: (858) 336-9902 Property Site Wall david@dtengsd.com Sheet 6 of 8 This Wall in File: E:\EgnyteShared\DTE Team Folder\0 - Project Folders\2018\18105-Ocean St-Wright\E Page: 5 David Thomas, S.E Date: 25 APR 2018 Kezaunrro(c),a,-u1,, buuall.1(.11.ua Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14AC1530-13 License: KW-06060528 License To: David Thomas Engineering 30_00p81 (Service-Level) Pp= 763L89# 'z 0 — 0) CL TDAVI D THOMAS ENGINEERING, APC. Title Ocean St. Residence Structural Engineering Services Job #:18116 Dsgnr: Office: (858) 201-3072 Description.... Cell: (858) 336-9902 Property Site Wall david@dtengsd.com Sheet __7 of 8 This Wall in File: E:Egnyte\SharedDTE Team Folder\0 - Project Folders\201818105—Ocean St—Wright\E Page: 6 David Thomas, S.E Date: 25 APR 2018 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WaIlD Concrete U. Masonry Designer to determine bar cutoff locations 46.4 lbs 146.4 lbs 246.4 lbs 346.4 lbs 446.4 lbs -3.6 lbs 196.4 lbs 196.4 lbs 296.4 lbs 396.4 lbs 6.00 ft e-f SOIl 4.50 ft Applied Shear Diagram 0.00 It LJ DAVID THOMAS ENGINEERING, APC. Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com This Wall in File: E:\Egnyte\Shared\DTE Team Folder0 - Pn Title Ocean St. Residence Page: 7 Job #:18116 Dsgnr: David Thomas, S.E Date: 25 APR 2018 Description.... Property Site Wall Sheet 8 of 8 Folders2018118 105—Ocean RetainPro (c) 1987-2017, Build 11.17.11.03 License: KW-06060528 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: David Thomas Engineering wallO Concrete 0 Masonry Allowable Moment LineJ Concrete 0 Masonry Designer to determine bar cutoff locations 130.0 ft-# 390.0 ft-# 650.0 ff4 910.0 ff4 1170.0 ff4 00 ff4 260.0 ff4 520.0 ff4 780.0 ff4 1,040.0 ff4 6.00 ft e-ef 0i1 4.50 ft .- N. Applied Moment Diagram Mu 8f3.8 MnPhi = 1,193.2ft 0.00 ft r SOLID PLAN " ENGINEERING 3919 30th St. San Diego CA 92104 Sean Kessel, P.E. (858) 848-7734 sean@solidplaneng.com STRUCTURAL CALCULATIONS Shafran Residence: Steel Stair 2680 Ocean StCarlsbad, CA 92008 2019/11/06 : Project #19-059 riF ESSi C 74574 LLJ EXjfl31/19 m *\ '7T9 1*, OF CP NOW Table of Contents Gravity Analysis & Design .......... Lateral Analysis & Design ........... Foundation Analysis & Design. .PREV20 19-0239 2680 OCEAN ST OCEAN ST RESIDENCE: DEFERRED - STEEL STAIRS (INTERIOR) DEV2017-0016 2031411000 CBR2018-0682 11/13/2019 PREV20I 9-0239 - Transient Downward 0.108 in Total Downward 0.265 in Ratio 1329 542 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Page 1 of 3 2019111/06 I Multiple Simple Beam rile =,C:lt-rDjeCtSV-UI%Pll,~orbtzU-JIUALubibnaTran.eca Software cooynaht ENERCALC. INC. 1983-2019. Build: 12.19.8.31 I Description: Steel Beam Design : Lower/Middle Stringer(s) Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: HSS6x4x1I4, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.02350 k/ft. Trib= 3.50 ft Unif Load: D = 0.030 klft, Trib= 3.50 ft Unif Load: L = 0.040 k/ft, Trib= 3.50 ft Design Summa Max fb/Fb Ratio = 0.219: 1 Mu : Applied 4.286 k-ft at 5.000 ft in Span # 1 Mn / Omega: Allow 19.580 k-ft Load Comb: +D+L Max fv/FvRatio = 0.042: 1 Vu: Applied 1.714k at 0.000 ft in Span #1 Vn I Omega : Allow 40.826 k Load Comb: +D+L Max Reactions (k) D L Lr ±1 IVIdX L)iICUOflS Left Support 1.01 0.70 Transient Downward 0.052 in Total Downward 0.128 in Right Support 1.01 0.70 Ratio 2296 937 LC:L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design: Upper Stringer Calculations per AlSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: HSS6x4x1I4, Fully Unbraced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.02350 k/ft. Trib= 3.50 ft Unif Load: D = 0.030 k/if, Trib= 3.50 ft Unif Load: L = 0.040 k/It, Trib 3.50 ft Design Summary Max fb/Fb Ratio = 0.315: 1 Mu: Applied 6.172 k-ft at 6.000 ft in Span # 1 Mn / Omega: Allow 19.580 k-ft Load Comb: +D+L Max fv/FvRatio = 0.050: 1 Vu : Applied 2.057 k at 0.000 ft in Span # I Vn I Omega: Allow 40.826 k Load Comb: +D+L Max Reactions (k) R I. L . / Left Support 1.22 0.84 Right Support 1.22 0.84 Page 2 of 3 2019/11/06 Multiple Simple Beam FiIe=Z:\projects2o191SpSGU-JCALCSShafran.ec6 Software copyright ENERCALC. INC. 1983-2019, Build: 12.19.8.31 Lic. # : KW-06009616 Solid Plan Engineering, Inc. Steel Beam Design: Landing Beam (wall to moment column) Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: HSS6x4x1I4, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Major Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0750 k/ft, 1.50 ft to 9.330 It, Trib= 1.0 ft Unif Load: D = 0.0650 k/ft, 1.50 to 9.330 It, Tnb= 1.0 It Unif Load: L = 0.040 k/ft, 1.50 to 9.330 It, Trib= 3.50 ft Point: D = 1.10, L = 0.70k @2.330 ft Point 0 = 1.30, L = 0.90k @ 7.330 ft Design Summary Max fb/Fb Ratio = 0.399: 1 Mu: Applied 7.803 k-ft at 0.000 ft in Span # 1 Mn / Omega: Allow 19.580 k-ft Load Comb: +D+L Max fv/FvRatio = 0.089: 1 Vu: Applied 3.651 k at 0.000 ft in Span # I Vn / Omega: Allow 40.826 k Load Comb: +D+L 0(1.10) L(0.70) 0(1.30) L(0.90) 9.330 ft Max Reactions (k) fl L Lr s w E H Max ueireciuons Left Support 2.12 1.53 Transient Downward 0.037 in Total Downward 0.085 in Right Support 1.52 1.16 Ratio 3047 1312 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Steel Beam Design: Landing Flat tube check Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: HSS10x2x1l8, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Minor Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi ADD//ed Loads Unif Load: D = 0.0750 k/ft, Trib= 1.0 f Unif Load: D = 0.0650 k/ft, Trib= 1.01 Unif Load: L = 0.040 kIlt, TO= 3.50 ft Design Summary Max thlFb Ratio = 0.581: Mu: Applied 1.715 k-ft Mn / Omega: Allow 2.953 k-ft Load Comb: +D+L Max fv/FvRatio = 0.155: Vu: Applied 0.980 k Vn / Omega: Allow 6.334 k Load Comb: +D+L at 3.500 ft in Span # 1 at 0.000 ft in Span # 1 Max Reactions (k) 2 1 Ir a W £ Left Support 0.49 0.49 Right Support 0.49 0.49 - Transient Downward 0.123 in Total Downward 0.245 in Ratio 685 342 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 1.50 ft 1.0 1.50ff W Max Deflections Transient Downward 0.006 in Ratio 6518 LC: LOnly Transient Upward -0.001 in Ratio 9999 LC:L Only Total Downward 0.011 in 3258 LC: +D+L Total Upward -0.001 in Ratio 9999 LC: +D+L Page 30f3 2019111/06 Multiple Simple Bea' i-iie !vI11LIpP1 Software copyright ENERCALC, INC. 1983-2019, Build: 12.19.8.31 Steel Beam Design: Tread flat tube check Calculations per AlSC 360-10, IBC 2015, CBC 2016, ASCE 7-10 STEEL Section: HSS10x2x1I8, Fully Braced Using Allowable Strength Design with ASCE 7-10 Load Combinations, Minor Axis Bending Fy = 46.0 ksi E = 29,000.0 ksi Applied Loads Unif Load: D = 0.0750 k/ft, Trib= 1.0 f Unif Load: D = 0.0650 Wit, Trib= 1.01 Unif Load: L = 0.040 k/It, Trib= 3.50 ft Design Summary Max fb/Fb Ratio = 0.107: Mu: Applied 0.315 k-ft Mn / Omega: Allow 2.953 k-ft Load Comb: +D+L Max fv/FvRatio = 0.066: Vu: Applied 0.420 k Vn / Omega: Allow 6.334 k Load Comb: +D+L Max Reactions (k) 2 L Lr 5 W F. Left Support 0.28 0.28 Right Support 0.28 0.28 1 at 1.500 ft in Span #1 at 1.000 ft in Span #2 NOTE: The new steel stairs impact on the existing foundation, as was designed by the E.O.R. for the structure, is considered negligible. So long as the new supporting posts are added per plan and the stair is connected to the structure as detailed; the existing structure is considered OK by inspection. Elastic Analysis and Design of PACO Special Moment Frames (SMF's) ME-I to MF-I4 Control of Drift for Seismic & Wind Load at Strength Level ME-I5 to MF-I6 Design of Beam to Column Connections ME-17 to MF-24 Design of Base Plate and Its Attachment to Concrete Foundation ME-25 to MF-36 For 2680 Ocean Street .rd Carlsbad, CA 4C I No. C50650 ZA (-... Exp. 9/30I2O19 J PACO PACO Steel & Enç'" (rr, 11 April PACO Moment Frames and their design are the exclusive property of PAO calculations, plans and details, provided by PACO Steel and Engineering Cc Steel. The structural documentation may not be used in whole or in part for I fabrication without the express written consent of PACO Steel and Engineerinç Record (EOR) for services rendered. 19818 S. Alameda Street • Rancho Dominguez • CA • 90221 • 800-421-11' CBR20I8-0682 2680 OCEAN ST OCEAN ST RESIDENCE: 3,881 SF REPLACEMENT SFD W/ 550 SF GARAGE & 320 SF DECK DEV2017-0016 2031411000 8/20/2018 __ CBR20I8-0682 Project: 280 Ocean Street Date: 04/I 1/2018 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING Design of Single-Day. Three-Story Special Moment Frame The values of gravity and lateral loads specified by the SOR are shown on pages MF-4 to MF-&. For this frame. R.5, Cd=3, 0o=3.0, p=l .3, SDs=O.ö:l -The frame has been designed for following lad combinatioiis — — - - DEAD ov C '(DL\ 2 LIVE I2 C \\ LL I 3 ROOF LIVE C 'N\ RLL' 1 . 7 4 WIND I C. WL I — — EQ CP 'C 2 EL ,1. — EQDRIFT I C EL c ,1 DL 1 - - 7 WIND DRIFT ,-; .,l C' WL \çi 'DL 0 1.2DL+1.6LL+0.5RLL - . PJ C DL NN1.2 LL, -/1.6\< RLL .5 , 1.2DL+1.6RLL+L // \ ED C '7 'DL .41.2 RLL-: ,1.6 >LL 1 \\ 10 1.2DL+1.6RLL+0.5W1NDj\// '-I C / DL 1.2 RLL' 1.6/ WL '5 ,'I- [ ii 1.2DL+1.0W+LL+0.5RLL \ \\// _C, ' DL 1.2) WL' . I LL 1 RLL .5 1 12 1.36DL+0.5LL+1.3EQ ',. ov ' C's. DL 1.36, LL, .5 EL 1.3... - ? ---, • v H The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF- I ell NS N 0c) c'1 cM1O PACO STEEL & ENGINE... SK -1 I HY I SMF-1 Apr 11, 2018 at 2:05 PM I 2680 OCEAN STREET JOINT & MEMBER LABELS j SMF-1.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MF-2 0 to A x 7 N5 N " D '0 0' cXD 'C C" Nj W14x53 CO 0' x CRECT24X24 cç IPACO STEEL & ENGINE... SK-2 I HY SMF-1 Apr 11, 2018 at 2:06 PM 2680 OCEAN STREET MEMBER SHAPES SMF-1.r3d I The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-3 IP!IIII < ) 00 C6--, Loads: BLC 1, DEAD PACO STEEL &ENGINE..J SK-3 HY SMF-1 Apr 11, 2018 at 2:06 PM I I 2680 OCEAN STREET I DEAD LOAD SMF-1.r3d The Structural documentation, including calculations, plans and details, provided by F'ACO are for the sole purpose of the Moment frames supplied by PACO Steel. Mr-4 C : QR # c0 4 Loads: BLC 2, LIVE IPACO STEEL & ENGINE... SK-4 I HY SMF-1 Apr 11, 2018 at 2:06 PM 2680 OCEAN STREET j FLOOR LIVE LOAD SMF-1.r3d I The Structural documentation, including calculations, plans and details, provided by FACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-5 -3.024k 15 oq r Loads: BLC 3, ROOF LIVE PACO STEEL & ENGINE... SK-5 HY SMF-1 Apr ll,2018at2:I2PM 2680 OCEAN STREET ROOF LIVE LOAD SMF-1.r3d The Structural documentation, Including calculations, plans and detaIls, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MI`- ~wn Loads: BLC 4, SEISMIC PACO STEEL & ENGINE J SK-7 HY I SMF-1 I Apr ll,2018at2:I2PM 2680 OCEAN STREET I SEISMIC LOAD - STRENGTH LEVEL I SMF-1.r3d The Structural documentation, Including calculations, plans and details, provided by FACO are for the sole purpose of the Moment frames supplied by FACO Steel. MF-7 tME Loads: BLC 5, WIND PACO STEEL & ENGINE... SK-8 HY SMF-1 Apr ll,2018at2:I3PM 2680 OCEAN STREET WIND LOAD - STRENGTH LEVEL SMF-1.r3d The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MI-& Designer : HY 2:13 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr 11, 2018 Number : 2680 OCEAN STREET Checked By: AEMETSCHE*COMPAW Model Name : SMF-1 Hot Rolled Steel Design Parameters LaDel nap_ ngffljU,' _JY.Y.IIJ_ LOZZ[!:fl_ 'COMPj[I L L-torQ_jSyy_ c.zz O '-jfljjOfl rr . Ml HR4 9.42 Later M2 HR4 10 IJ7 Lateral [j _M3 HR4 10 'k - - Lateral 4 M4 HR4 9.42 Lateral F-5 M5 HR4 10 - Lateral 6 M6 HR4 10 Lateral [T M7. HR3 30 6.4 - 6.4 - Lateral 8 M8 HR3 30 6.4 6.4 '4 Lateral F M9 HR3 30 6.4 6.4 V4' I Lateral Ok, XIL _Labej _nape I.ype _L)Qsign_List ' MexiaIL3.esrgn K... A L'OJ 'J_[Ir..j_ pr- HRI1 W1 2x96 Column Wide Flange '%A992 Typical 28.2'R270 833 6.85w 2 HR2 W1 6x57 _A992J\.iypicaI_16.8 1 3 HR3 W14x53 Beam _BeamI_WIfJnge_I I Wide,Elangè\ 9 A992 ']-TypicaI 15.6 _"43.1 _758 57.7 541 _2.22 1.94 _4_ _HR4 _W126QQlmj_LWeLE1anq?_A992\\ lvpicaN\28.2 __270__833 _-'_6.85 "NJI1, Q - Inin# (nrirrIintôc anri Tamnarahime, 14, V'ftl (( Vfl Z7 rf flirn, LL r N2 -N3 30 _V 0 fI¼.'9.42 - _ ( co _.9 'k' _0 4 N4 30")1 _942Y 0 _1\ _'0 LI N5(C)k __0_''19'42 0 _I_0 6 N6 )).30))_19.42_ -_ (cb) _' _0 NT,, 1 0 _I_2942// 0(_)) 0 8 ftN8'' _ 30_ 2942 /' _0 '' _ _0 1 I pi - :~i - \~~ 'I-, - - - - - - - - Lte _ . .... LIVE fres C LL'1 3' ROOF LIVES Yes1RLq 1 \WIN...YesC WL1 \c "5 EQ - 7 rfe1 EL 1 I' 6 -.-EQ"DRIFT _C(_4Ye's.0 EL# Db--.1J -- 7(\\WINDDRIFTesëji2DL I -- -- -- 8- \12DL+1.6LL+05RLL\_lYes C DL 1.2- LL. RILL .5 1.6- LL 1 10 l2DL+1.6RLL+&5WINDfresC "DL.2 _1.6 WL 5 -- .11 12DL+10W+L05RLLYesChDL12VL RL_1.6 1 LL1RIJ5 -- -- -- i2_ 1.36DL+0.5LL4-1.3EQ(fries:CDLIt36LL_.5 EL 1.3 - - - - - - - - - - - RISA-3D Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREET\SMF-1.r3d] Page 1 The Structural documentation, including calculations, plans and details, provided by FACO are for the sole purpose of the Moment frames supplied by PACO Steel. MF-S Designer : HY 2:13 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr 11, 2018 Number : 2680 OCEAN STREET Checked By: Model Name : SMF-1 Joint Loads and Enforced Displacements (BLC 5: WIND) 1 M8 Y -4.268'" 23.5 2,J M7 Y -27.V 4 3 I M7 Y 2i458 105 ember Point Loads (BLC 2: LIVE) JJ It XT Member Label Direction Ma'nitude[k k-ft] , 'cation[ft%J ( '' M7 V -.36 -'f( '4 \ ' 2 M7 V /Z -1:733 \\ 10.5 ember Point Loads (BLC 3: ROOF LIVE) NJ ,S?c Member Label .#Direction I> Magnjtude[kJcft] ( i LocatiÔ.fl[ft&4] ii M8 k' -3,02%N\<<r5 ember Distributed Loads (BLC I :'DEAD) " ": . Mmhr I (flir.4irn fr+ Mnnir+ndrklD =nrl Mnnh,ArkIft +r+ I rt VinnrH 0/, nd I ^rnfinnM 0/, M9 <'kV J _____- - 3 2 M8 -.. -435 i _. -.435 0 32 PT M7 - l '068 -.068 4 23.5 4 M7 ' V )) -.255 <( ' -.255'fL. ' 10.5 31 M7%,. 'C V7. -.135'.' -.135'.(, 23.5 31 'Distributed Loads.(BLC:2 :LIVE) \\ T '.' A " l ./ftiImkr I kl 17 Iir.4inn r+ Mnni+.1kID nl Mnnifn,'Irk!R 9 Rforf I ,s.tir,nFft 041 Pnrl I nratinnNt 01.1 LL -\'M.8 'i Y <( )L67 1'267 2_ ( .-'M7 " V // \( 09 I '\,\ --.O9 4 23.5 Lz J) M7 V 'V -34'kn -34 10L5 31 ' M7 \N"- ' -.18.'S' " -18 23.5 31 (I F' • rortff'IIII L \'M9e,~\\tll 2V (L.173I .1731 0 135 )De AISC l4tli(360-IO): •LRFD Steel Code Checks 1p '. -... Mpmhpr'h U inp (' her I nr1ff1 fin ( nhi*Pnr r nhi*pntrk nhi*Mn v nhiMn 7-7 Fk-ftl (h Enn rr Ml. W12x96 ((ii9-O' 12 .033 0 v 5 1151:019 1269 253.125 1 1 Hi-lb 2 M2 W1 2x96 j42 10_ 8 060 0 y 8 1136849 i269 253.125 551 25 2, L1Lb 1- M3 ' W12x96) '122' 0 8 .057 0 v 9 1136.849 1269 253.125 551.25 2.. Hi-lb 4 M4 W12x96"i38 .0 ,.. 12 054 0 y 121151019 1269_ 253.125 55125 2 H1ib r M5 W1 2x96 .172 10 12 .073 0 v 121136,849 1269 253.125 551.25 2.. H1-1b 6 M6 _W12x96 135 J Q .12 -_060 _.Q.. y 12 1136849 _1269_ 253.125 551.25 2 I-li-lb LITI M7 W14x53 .315 .942I2 .116 8942 8 544.369 702 82.5 326.625 .1 Hi-lb Lii M8 W14x53 .396 .942 12 .191 8942 544.369 702 82.5 326.625 1 H1-1b Lii M9 W14x53 1 .215 R8.942 12 .078 1 0 v191544.3691 702 82.5 1 326.625 1 H1-1b RISA-30 Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREET\SMF-i.r3d] Page 2 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by FACO Steel. MF- 10 111RISA Company : PACO STEEL & ENGINEERING Apr 11 2018 Designer : HY 2:13 PM Job Number : 2680 OCEAN STREET Checked By:.__. A4EMYSCHEC0I6AY Model Name : SMF-1 Envelope Member Section Forces Mmhr 4zor Aviri,i I Es I Es o6....r61 I Es I 15 .... A....... - - HT 12 ri 14 Li M4_ 2 1 2 max mm max mm max 12.096 -1.576 5959 ..4.671 58 505 9 5 8 4 8 2 802 5 '03' -11.907 9 0 11418i12'0 ;.05 3 0 -- 11f418J 12 0 1 1 T 1 1 0 0 ...0 0.. _P 1 1 1 1 1 0 \ki. 0 \1' ,%051 0 1 0 I 61 729 .23.631s 6309 71 003 9 I "5' V. 3 3 16 jp 4.671 _4_ .051 3 I 0 IL 1 0 'I 0 1 1 444 12 DI _M_ I 40.641 15268Jj20 =1 0( ILl 0 1' 12 18 ________ _____ mp 2.617. 4_ ,238 I 3 t. 0 _1.. /io N( iJ 0 ''1 72 3 F1 9 2 max 39489' .8 .15268/,12 '0 &'0' _'1 1 _1 0 I 1 -3098 ')fl .... ' 'F A -' ')O X'f 15 .4 '.. IS .'J' .4 #5 .43 ISIS .fl 22 min'(-.013' 2 1 -\1.6 _\\_4 0"1 s 01 "0' 1 1.1924 23 2 ma1 12093 I IQ_' 121!J10 1\0 _-_1's' 0 1 -999 2- 24 1Thiñ'-.013 2..' 1.6 1 4 kW \ 1 0<().1 \0 1 -72.064 12 25 M7 I I'19jl4j261LL8- 1ILIo '1 0 1 76.108 ii 26 -z' 'nih-8.83818 )t2.819 (5 - 0 1 - 10 '1 0 1 -40.827 5 2..1,-max 1.91, O[30 1 0 1 102.116 11 28 \\'&I mini -8.838I[ 8 -17.864/'8 '' 0 1 )1 0 1 -.695 3 LI _jl8\\_1' maxi'2 937 Th 25ñL'0 i30 i N,,)O 1 0 1 120 796 fr_'s-2 Imins'358 10 S2.477.'5 .O' 1 1 0 1 -35.872 5 32 _ maxT937 rni5 ..-10\' 5163i40\))1 L8(C 0 _0_ 1 j 0 0 1 i 128.585 8.68 12 [ 34 M9' 1"max'12.566 min 1.599 12 4--1.576, 12.096 9\0 50 1 1 0 0 1 1 0 0 1 1 55.328 -22.797 9 5 [ 36 ') I (12 \\ _ \\\__)) max i2566 min /,1.59-9-\ 12 4 013jT20 -12.092' 10"0 1 1 0 0 T 1 0 0 T 1 66.355 1.006 12 2 '37 4M10 - - ( _\\ rrtaI\ö mm "0 I •j'194I 1 '.I'-4.082 9 12 0 0 1 1 . 0 0 1 1 0 0 1 1 6.493 -58.947 8 12 "39 40 _c-\ "2 ' _ // ñiax 0 in (1 JIS1 \ e1 1194 4flR7 9 i) 0 n 1 I 0 fl T I 0 fl 1 i 63.509 ..471 12 14 lnint (( '" I Fk1 I r 7 rfrl I Es MY Fk_F+1 I Es MV rl,_ftl I Es RA7 m, 41 If' Li_ NI _Im ax" 3.623'8''0.635 8 0 1 1 0 ....t _A 2 ('minJ_6885'5 -10.077 5 0 _1 0 _1 0 _1 - 0 I LI N2max'.05 _I_3 59.397 8 0 _1 0 _1 0 _I - 0 1 4 "> -1i276 12 4.872 3 0 1 0 1 0 1 0 1 [Iii N7 _min mxI'<(_0"> _I 0 _1_ 0 _1.. 0 _t 0 _1_ 0 1 - 6 niri-'0 1 0 1 0 1 0 1 0 1 0 1 Lii N8 N_Q_ _l_ 0 _1_ 0 _1 0 _1 ...._p _1_ 0 1 8 min _1_ 0 _l_ 0 _1 0 1 0 _1_ 0 1 FIjI Totals: _max .1.. 110.032 8 0 _1 Li.Q.. mm_ _max_0 -17.887 12 0 4 0 1 RISA-3D Version 16.0.1 [E:Dropbox (David S Pamk)RlSA FILES\2680 OCEAN STREET\SMF-I .r3d] Page 3 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by FACO Steel. MF- I [T Ml I max504438 6885501 0 158947 12 2 rn -6.872 -3.633 8 0 I 0/? 1' Th 0 j -6.493 j.. 2 max 49.358 8 6.885 5 0 1 4O '1 0 1 27.73 8 4 mm -6.872 5 -3.633 1. C '1 1 - 0 0 1 -16.74 5 - M2 I max 36.745 8 5.837 5 0 ii 'QQ2. 1 0 1 25.579 5 6 mm -4.054 5 -12.47 8 0 (i 0 1 0 1 -55.052 8 1-7 2 max 35.593 8 5.837 5 0 Lj0 is T 0 7 69.652 8 min 1 -4.054 _42.47 0 i '0 j_ 0 j. -32.79 [i M3 I max 13.248 9 2.802 5 10.14 0 1 0 I.394 5 10 _______ _______ min -1.576 5 41.907 9 O1 0 1 0 '164:463 Designer : HY 2:14 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr 11 2018 Number : 2680 OCEAN STREET Checked By: AEMETSCHECOPANY Model Name : SMF-1 Joint Reactions (By Combination) Ir Anint I nhal V rLi V Fk1 7 Iki MY rk_ft1 MV rk_ftl M7 FkJf1 rT 2 I 1 NI N2 1.243 -1.243 21.719 25.61 0 0 o O 0 0 0 F-3- 4 i 1_ N7 N8 0 0 0 0 0 0 '0'' 0 O 0 0 6 I 1 Totals: COG (ft): - 0 _X: 16.222 47.329 Y:19.454 0 p'IR - Z: o_i ' r7 8 2 _2 NI N2 1.348 -1.348 14.364 16.399 0 0 0 0 0 0 - 0 T 10 2 2 N7 N8 0 0 0 0 'k0M1 0 O' 0 0 Ik 0 0 0 RT 12 2 2 Totals: COG (ft): - 0 X: 15.986 30.764"kt Y: I5.723 O2 Z: 0 \'4'' "\" rw 14 Lt. 3 .. 3 3 NI N2 N7 . -.05 .05 0 3.159k' 4.872 /o 0 0 0 0 / 0 j0 \o I / 0 0 16 3 NO 0 011 <,(Q,/L- O " 0 (7""_0 Di 18 _3_ totals 0 . 8031_ X: 18.157 \Y: 25.655. ( IL ______________ 3 COG (f): ZO ' 'c ... ' Li _4_ 5 751- I JI -LiL1 '- 0 '40 0 \\ 0 20 4 N2 -5:687 7.I71 0 'N'07 . O-..__11 0 L1I 4 N7 '0"-' 0 W o 0 22 4 N8 /C 0. I So o" ' 0 0' 0 LI 24 4 liqtals 1\\-11.438 /7 O II ',I tk NC\\<(). 4 COG (ft NC _\\f/_NC' Di - II -6885( _I--I0O7J '0-9 I_0'( 1 0 0 26 5 N2\\\-6.874 _))10.077 -._0 -\0 ' 0 0 F277 5 N72' 0 0 28 5 'N8& I) _O \VV_04')_ _O J1 '- _0 _0_C() 0 0 Di 5 Tot6ls'//_-13759 I_\0_'I 0 _30. 5 f( C(ft):_ (NC NC I_NC Mernbe/ietionForc( 0 & hr(fr1 Tn,-n,1k..ffl Me Mr. 1)__ 3 3\7 1 \\M2 '1 I 1635 ' -3877 I_-_ 1 -3.877 _215391 0 0 0 0 0 0 -18958 19.809 L M3 \\ 1 I 7596 K(O2 i '6.636 -5.723 -5.723 0 0 0 O 0 0 -24.14 33.085 7 8..- \\.1 M4\9 1 'I)25.687 _ 12-"24.783 1.241 1.241 0 0 0 0 0 0 .067 -11.625 10 Lit I %1' 18.937 f' 2.f' 17.978 I .. _k_I_M6 7.379 3.871 3.871 5.721 0 - 0 0 0 0 0 0 0 0 16.357 -22.357 27.379 12 te,2 _%\\U 6.419 5.721 0 O_ 0 -29.826 1'' _ii I ._M7 2_ 4.388 0 0 0 25.981 14 1s.-'2 2.6.32. _5.846 0 O 0 24.888 1 1 .LLM8... -I_847 _1.847 7.795 -10.E99_ 0 0 0 0 0 _Q_ 39.824 44.127 16 '\\ \~, _2 Dii -1 M9_........... 1 5.722 6.636 0 0 _Q._ 295L4 18 2 5.722 -6.419 0 0 0 26.43 1 1 i I MIO 1 0 .077 0 1 0 0 2.376 Lan. 2 0 .077 0 1 0 0 .067 LL 2 Ml 1 14.313 -1.349 1 0 1 0 1 0 -2.121 RISA-30 Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREEflSMF-1.r3d] Page 1 The Structural documentation, including calculations, plans and details, provided 17y PACO are for the sole purpose of the Moment frames supplied by PACO Steel. Ml- 12 / Designer : HY 2:14 PM 111RISA Company : PACO STEEL & ENGINEERING Apr 11, 2018 Job Number : 2680 OCEAN STREET Checked By:..__ A'EMETSCHEKcOMPANY Model Name : SMF-1 Member Section Forces (Continued) LC Member Label Sec Axialiki v ShearFkl z Sheariki Torauefk-ftl v-v Mo. -z Mo. 2/0 22 2 14.313 -1.349 0 0 0 10.59 F23 - 24 .2 M2 1 2 9.739 9.739 - -4.807 -4.807 0 Lo 0 /7 ))o 0 0 -19.624 28.448 26 2 M3 1 2 .013 .013 -2.207 _2.207 0 ' 0 0 " 0 0 0 20.687 1.383 [T 28 2 M4 I 2 _16.451 16.451 1.348 1.348 g 0 .( 0 - 0 0 .578 -12.12 30 2 M5 1 _2 9.652 9.652 4.806 N 4.806 Q _O 0 0_ 20.926 -27.13 [1 32 2 M6 1 2 -.013 -.013 2.207 2.,207 - 0 0 0 0 \S-0'\ 21.071 -.999 34 2 M7 1 2 -3458 ,f'4574 -3.458 -6.799 0 0 0 \I '0 0 \7o 27.793 29448 35 36 LL 2 2 M8 M9 - I 2 1 2.6i'rI9:726, 2.6..' )Y~-9.665 2207.'I 013 0 0 0 0 'k 0 0. o4 '0 03t6.. .988 43093 38 2_ 2:207 ii .013_.& 0. - 0 fr0_ 11.006.. 40 La Q-- _M10 I ... 0W ,051'S( O(( iL 0 _0 0 0' 2.121 Z&. 2 -'& \0 - t'.051\\ ' EiEii 3 _M1 3j,3 7/ '05/J 07 011 I 0_ 4Q4. 42 22\\// 3.13 \ .05 0 '0 's_J) LI 3 M2 "I*' 3.077. I '-.239 i"4' Ob '.0 0 -1.742. 44 2 \\ 3_077 \\ -.239 4'I- 0 -0 0 .643 3 M3 1 I 2574\I) -1769 l 0 I \\J70 _Q..... -4807 46 "\'* 2 .-'2:574 -1.769 \\I 0 <( )) \\ 0 0 12.885 LI 3 M4t... I ii' .4:901 - -.05-4' 0 cI 0 _._ -.471 48 ________ 2 S\ 4'901 11 .-.05 - 0 ' 0 0 .003 Li 3 M5 1 1,'-,`4'.954 -'.238 1-0 0 _0_ -72 50 \\S..J'-'2 '.1)4.954\ 7/ _238 ()0 0 _O_ -3.098 LI 3 ' __M6"I_ le' 1 21i149 1 \(_'0 0 0 6.916 52 ([_'Y 2433\1.769i "Q 0 0 -10.771 54 3 ' )) M7 ç-288' 053 //' __ "~1)2 _'-288 _I_<053 0 0 0 0 0 _0_ 838 -.695_ [i 56 '37' f_'\// M8%, ' 1 <'I)L1:531 503 '\\2/'\(-1.531 _-2.521 0 0 0 0 0 0 5.183 8.68_ F574 58 3J (iM9' 1 No 1.769J\2;574 4'_s...))I_2\_1.769_1)\2.433 0 0 0 0 0 0 11.523 9.484 59'7 60\,A 3 Iio __%.. _2 oy"I 029 _.\0/ _029 0 0 0 0 0 _0_ 404 -.47L 61 62 4- ' Ml \1 467j /7 _ 2'-4671 5.751 5.751 0 O 0 0 0 _0_ 37.609 -164$ 63 64_ V4 M2" I 617 I_2 _D)-2.617 3761 3.761 0 0 0 0 0 0 14.267 -23.346 65 66 14 3 I - -986 ____ '2 -.986 1.589 1.589 0 0 0 0 0 _0_ 1.106 -14.782 68 4 IJ)M4 1'' '.__.2 4.671 4.671_ 5.694 5.694 0 0 0 0 0 0 37.405 -16.237 [69 70 Lii.. 4I> MS 1 . 2 4 2_M6" 1 2.617 2.617 986 3.781 3.781 - 1.6 0 0 0 0 0 0 0 0 _0_ 14.537 -23.275 1.192 72 c" _\N 2 .986 1.6 0 0 0 -14.811 Liii 4 'M7 I 1-.91-- -2.054 0 0 _Q_-29748 74 2 1.91 -2.054 0 0 0 29.688 Li 4 M8 1 2.177 -1.631 0 0 0 -23.589 L.z. 2 2.177 -1.631 0 0 0 23.605 [..zL. 4 M9 1 1 1.599 1 -.986 0 1 0 0 -14.26 L.z.. 2 1 1.599 1 -.986 0 1 0 0 14.289 RISA-3D Version 1601 1E:Dronbox (David S PaikRISA FILES\2680 OCEAN STREETSMF-1.r3d1 Paae 2 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF- 13 Designer : HY 2:14 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr 11, 2018 Number : 2680 OCEAN STREET Checked By: ANEMT5CHE*CO&IPANY Model Name : SMF-1 Member Section Forces (Continued) it' RA--k., I kI AIrI, Qh.,rI,1 Qk,rI,1 T,5,,..rI,_ft1 .,, 4 M10 1 0 - -2.5 0 -. 0 0 -37.609 80 2 0 -2.5 0 (( .- 0 0 37.405 Eiii 5 Ml 1 -6.872 6.885 0 /( 1_Mo 0 48.116 82 2 -6.872 6.885 0' \\ 0 0 -16.74 LI 5 M2 1 -4.054 5.837 .._o\\ 'I 0 0 25.579 84 -4.054 5.837 1 4 0-S 0 0 -32.79 LI 5 M3 1 -1.576 2.802 JX ñ0 §N 0 0_ 4.394 86 2 -1.576 2.802_S 0 0_ -23.631 LI 5 M4 1 6.872 6.889. '0 0 0 48.031 88 2 6.872 6889\ 0 0 NO -16862 Li 5 M5 1 4.054 578\\" 0 0 "I.0?\ 25.377: 90 2 '5.78 .J) _4.054 0 0 91 5 M6 1 lk 2.836 _1.576 0 0. 4b .47i22 92 2 1.576 1'/--",.,~2-836 0 OJ'\\\\ 0_ 23653 94 5 M7 1 2 1104 I -2.819 iio4k, -2.819 0 0 ,j 0 0/( '0 ' I 0 N 440.8271 40747 96 5 M8 1 2 937 )) -2 4774k. 2 2.937 -2477 0 0 (c0. 0. 0 '-oTh' :35.872 35.828 ri 98 . _________ ,M9 _________ 1 2834 576 2 J 2834 / -t576 ,0' '%' 0 gz .\04 - 0 U \\ 0 22.819 [ii 100 5 MIO i,''I 0 'k -3205 &2 0'. I '-3.205 ' "0*-f r(O' 'IV 0 'V 0 -48116 48.031 RISA-3D Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREET\SMF-1 .r3d] Page 3 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MF- 14 Designer : HY 2:20 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr ii, 2018 Number : 2680 OCEAN STREET Checked By:___. ANT!CHEkCO#IPANY Model Name : SMF-1 Story Drift - X-Direction. Strenath (By Combination LC Story(Elevation) Loc () Story_PiLft[uoj Drift Ratio (?L) 2nd/1 St Ratio L.i_.. .N7j29.42ft) __0,0_ - ..207_. -i73.._ ._.J.006._.. - 2 6 N5-(19.42 ft) 0. 0 .291 - . )) 1.007 I 3 6 N3 (9.42 ft) 0,0 .239 "211 1.007 Seismic Load at Strength Level First Story: Allowable Drift: ASCE 7-16,12.12-1 0332x9.42x12/4 = 0.56 > 0.23 in OK Second Story: Story: Allowable Drift: ASCE 7-16,12.121 =02 . x.i/Cd.\ôoq Third Story: r. Allowable Drift: ASCE 7-16,12-12-1 =0.02.h.1/1 = 0.02x10412 / 4 A RISA-3D Version 16.0.1 [E:Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREEflSMF-1.r3d] Page 1 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. M- 15 Designer : HY 2:21 PM 111RISA Job Company : PACO STEEL & ENGINEERING Apr 11, 2018 Number : 2680 OCEAN STREET Checked By:..__. ANEMETSCHECWPAY Model Name : SMF-1 Story Drift - X-Direction. Strength (By Combination) LC Story (Elevation) Loc () Story..PrLft[io]Drift _Ratio _($) 2ndj1 sJ3o I 1 7 N7 (29.42 if) - 0,0 .127 .i06.1 1.007 2 7 N5(19.42ft) 0,0 .194 /7.161JL....... 1.007 r 3 7 N3 (9.42 if) 0,0 .181 \'i6 1.007 Wind Load at Strength Level First Story: Allowable Drift: CBC 2016, 1616.7.1 \/ 0.008.hx = 0.008 x 9.42 x 12 / \f OK Second Story: Allowable Drift: CBC 2016, l6l67.l C 0.008.hx SJ ' 4>" 0 Third Story: Allowable Drift :.CBC:2016 1616.7i 1100 o = 0.96.>•0.l2in \ RISA-3D Version 16.0.1 [E:\Dropbox (David S Paik)\RISA FILES\2680 OCEAN STREET\SMF-1.r3d] Page 2 The Structural documentation, including calculations, plans and details, provided by FACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF- I Project: 28O Ocean Street Date: 04/I 1/20 15 PACO Location: Carlsbad, CA y: AA STEEL & ENGINEERING PACO SMF seam to Column Connection Design The connection is designed as un-stiffened bolted end plate connection in accordance with Chapter G of AISC 358-1 G (pre&ualified connections for steel momeritframes for seismic applications). - - - - 11f ki Jk dX— —X --fk /c>, Section Properties for Section Used-As seam - Wl4X53 . ,A) ,Y ?\ db:=13.9 in b:=806in\/ t:=0.66 in twh.O.371Zfl \ Z b:=87.l in CZ b=22 in3 r b:=l.92 in "A,,1 := 15.6 in 2 -' çY (/-k' F b:=50 ksi '\Fb:=65 ku Kdes b:1.25'iThJ ction Prdjerti ror Section. Used As xteriorCóIumn -.W'I 2X% - . -- d:,~: & - )) =12-7tfl =147 in xc'. - JF :=50 ksi Check beam element sI -12.2 in fl% 0.55 in :) £, :=67;5 in r :=3.09ifl A :=28.2 in 2 3C y g F, £'65 i K esx:= 1in E:=29000 ksi nderness I seismicalIycompact. (Af<Ahd ,' Xw<Ahd) ic Frovisions the stiffened and tin-stiffened eldments of SMF beams 1' clroisions Table D I . I. :for flange 15 I t -- 22 I yFyb = "Flange Is Seismically Compact" The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP- 17 Project: 28O Ocean Street Date: 04/I l/201& PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING The width-thickness ratio for web is (db - tth) =35.78 twb Xhd:=2.45 FE . = "Web Is Seismically Compact" Check column element slehderness Section used as column is seismically compact. (Af<) Per Chaptr D of Seismic Provisions, the stiffened Sr shall comply with Seismic Provisions Table D I . I - -The widththickness ratio-for flange is _ V Xf C =6.78 2•tfc Yc - - - - I2wAhd) -'tiffened elements of SMlumns ! 4 2 - : = "Flange Is Seismically Compact". cQ'Oo The width-thickness ratiofor web is 4AU\_____ ñ u74P Q Ca:= .0 .06 - - - C -- (d_.-t) . ____=21.45Q (. QT= J c 4 L Is seiscompav& ' J. The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP- 18 Project: 280 Ocean Street Date: 04/I 1/2018 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING Determine location of plastic hinges d I db - .Sh:= = 13.3 in From.coIumn enter.Iine - L:=360 in . L':=L_(2.Sh)=333.4 in . R:=1.1 := 1.15 Seismic Provisions jal7le A3.1 Mpft:=Cpr. PLY. Zxb.Fyb=5509.08 in-kip Vbeam 2.MPR . w := 33.05 kip UZ, \ I <ç) (MPr)i@IILI,IIIH < r M' (V \)_(Mpr)+.(Mr)r'. * VDL:=ll VLL:=lO k) Viicai(vaji:=0kZp <SDS:= 0.81 31 U.gr + 0.2 DS) YDL05 Vi.L+... VShear.Wa1I_ 19.98 P \ V4 :=Vbeam f.VU 53.03 ki) \. Q1 (s11 —$)'=3 ZP Mf 63.ik ' \ The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF- 19 Project: 280 Ocean Street Date: 04/11/2018 PACO Location: Carlsbad, CA y: AA STEEL & ENGINEERING Determine the required end plate thickness The beam to end plate connection shall be designed foq Muc - - r - * b:=9in g:=5in P:=2 fl P 0:=2 in d. in End-Plate Geometry and Yield Line Pattern 5ee'Table .2 of AISC \( 5 t, - :_ eisjnic Design Manual ] ;'. line mechanism'parameter 50 vk - up F:=65 I' - 10" Grde50ksi - •1-- - The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP-20 Project: 2G80 Ocean Street Date: 04/I 1/20 18 PACO Location: Carlsbad, CA y: M STEEL & ENGINEERING Determine the required A490 bolt diameter A15C358-10- 2.4.1 h0=15.57in F t:=113kSj -. -hi 10.gAn 2 dboltreq: \/ M . ) =1.18 in dbOlt:=l.25 in I Use 1-1/4': A490 H513. Preten5lon force = 102 kip Design of beam flanges to end plate welds. - Mf <7 F=44393kip R=O.6.FYb .t f-.bffi=I59.59kip Ffu = "Govern" 40 Use a completegoint penetration groove weld to connect the .beam\flanges to end plate Dsin of.eam web plate - (( .j=nominal weld :strength per/I/I inch of length ' Strencjth k \\/'FEXx :7O:ksz -. 1ens of70 electrodes S\ \\':=0.75 / 1 c qwel) -'k F .- zn.O.707— 1392 kpz 16 The required weldto develop bending stress in the beam web is D:= (,3) =399 . . I Use 1/4" fillet weld to connect the web of the beam to the end plate 1 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP-2 I Project: 280 Ocean Street Date: 04/I 1/20 18 PACO Location: Carl517ad, CA Dy: AA STEEL & ENGINEERING Check the olumn flange for flexural yielding Yr = 112.08 in Unstffened column flange yield line mechanism parameter tfc.req: I 1.08 in V F yc c Al = "Continuity Plate Required" - Use 5/8' thickness continuity plates t:=0.62i' C—t r P 1 = 2.02 in - - = 184.16 in 4 ' "Stiffened.cokimn flange''ield.Iihemechariism .parmeter Ff tfcreq \084,in N- 14 0/ _____ = "ColuninFlàe OK" ZttCheck'sh rce of the extended portion of.the end plate I, \ 6 1.R1:=11 kip .93 Mf db OK" Ci' -' (dbolt +Qzn)) . t 1 = 7.81 in' 4:=O:9.. I- kip ="OK INN - The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-22 Project: 2G80 Ocean Street Date: 04/I 1/2018 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING Check compression bolt shear rupture strength of the connection flb:=4 F:=68 ksi Ab= 1.23 in No ,~ ~Nrninai Dolt Area 4 fl.Rl .=0.75.nb.FflV.Ab._250.92kjp ."OK" Lateral bracing of beams for SMF application 'k 0.086 r • EAl ' Lb:= yb = 7.98 ft \1~A-15—C 341 Chapter Fyb Beam bracing for, e(A5DL' - 1br.ASD=482 kip~X \ for exteriorColumns ___ , s• N' =443.93kzp \- \ db —tfb From RISA 3-D P0.9 F •A 4 1269-kip \ \• Y Since the effect of panel-zon&deformation on frame stability is not considered in the analysis: For Pr S' r% kip AISC 3G0, Eq J 10-9 For Pr Pc R 2:=0.6.Fyc .dc.twc.(1.4_-L)281.15 kip AlSC30, Eq J 10-10 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-23 Project: 250 Ocean Street Date: 04/I 1/20 18 PACO Location: Carlsbad, CA y: AA STEEL & ENGINEERING ck.R.=2O9.55 kip = "No God, Doubler Plate Required" Use (2)3/8" thick grade 50 Ks' doubler plate. - - _tdoui e 0375 in-------- = "Doubler Plate OK per E 3-7" ..="Column Web OK per E3-7" .R,=495.3kip AI5C34I-I0,- QR 49 --H - - The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP-24 Project: 2G80 Ocean Street Date: 04/I 1/2018 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING Desin of Base Plate and Arichoraae for Concentric Axial Compressive and Tension Loads With reference to computer out-put, the values of end reactions for joints N I and N2 for different load cases are as follows: PDL1 :=21.8 kip (ASD, Including DL2=256 kip(A5D, Including frame self-weight) I frame self-weight) - PRLL1 :=3.2 kip ... (AS D) - PRLL2:=4.91kip/ (PSD) PLLI:= kip (ASD) PILL2 16ip (ASD) EQ1 =10.1 kip (LfD) (rPEQ2 =10.1 kip (LkPD)k> VEQ1:=6.9 kip (LRFD) VEQ:=9 kip (LRD) ' j -\\ Q 'Wind1 7.2 kip (LRFD)K YV VwIfldl =5.8 .kip (LRFD)'\ - - V fl2 := 58'kip(LRPD) r Given: SDS :=0.8I.'\ 1:=3.0k / for joint NQç \e.: U11_1. DL1'6 LL1+ . RLL1 c U21 1.2PDLl ±,1.6PR.?L] + 0.5 34.88 zp 2P' P 10 P 16 U3.1 'DLl + Lid l .RLL1+ . ,Wjiidl - kip ¼) /Pu.i.i :=h21-0:2 SD 6L1+ 0:5 PLLl:+fl PEQI =67.19 kip 6ç¼ M ax (P.1 'Pu2.i Pu.i rPi:i) = 67.19 kip . ControlIing compressive force at , joint N I - O.2.Sj)'PDL1 - EQ11 TUwfld1 = p kip The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MP-25 Date: 04/I 1/20 15 PACO Dy: P.1k STEEL & ENGINEERING Controlling uplift force at joint N I Cdrtàlling.shear force at joint N I I k- For joint N: I (J) 12'DL2 + 1.6 PLL2±..O.S PRLL2,S9 kip. ::: =:: ::::::: kzpQ> -. Pu2.4 := (1.2+0.2 SDs)4PJ)r.2 +0.5 PLL9frn.PQ2=73.37 kip " U.max2 := max (P.1 Pu2.2 Pu2'3 ,Pu2 = 73.37... kip Controlling compressive force at ' i) ssnicJ`cI(\çns)2I, <A Tuw,112.— 0.9. DL2"° Wind2 ) kip T kip I 11, := max-(TUejSInIc9 , TTJ,Winci) 11.41 kip Controlling uplift force at r92 ck joint N2 kip I -: If, . - U.Wind.2 .- 10. \Vind2 Vm2 .- max (VJ Seismic 2) VuwIfld2) - 20.7 kip Controlling shear force at joint N2 The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment IF supplied by PACO Steel. MF-2 Project: 28O Ocean Street Location: Carl5l2ad, CA Tmi := max (Tu Seismic 1 ) Tu Wind i) = 14.21 kip - VU.Seismic.1 VEQ1=2O7 kip VUWfld1 := 1.0. Vw fldl = 5.8 kip Vmi := max (V Seismic 1, VU.Wifldd) = 2O.7 kip_ - - Project: 2G8O Ocean Street Date: 04/11/2018 PACO Location: Carlsbad, CA 8y: M STEEL & ENGINEERING Hence. the governing design loads are: P.m. max (Pm1 , P m2) = 73.37 kip i Governs between joints N I $ N2 Tm :max(Tmi ,Tm2)= 14.21 kip Governs !~hnts NI $ N2 V.:= max (Vmi , Vm2) = 20.7 kip Goverribetween joints N I $ N2 00 H, The Structural documentation, including calculations, plans and details, provided by F'ACO are for the sole purpose of the Moment Frames supplied by FACO Steel. MF-27 19 lov Pu 22Ifl uicci DGIV 4IN% PDUePJ=i UI p2UIc20 aie 2E'eJ04pUe qUeAPIOJ 041 PUe2I G7eO1 UOIGU2J PUe 2AIGG2J2IW0 ielxv --)UqUP~UOD J01 3eJO47U( pUe 2 IJ VGeg 10 UE'IG2J - - - Ui gj = UI1WiOAOJ.. =: q oi poi o.uornqi.cip Poi12 j7 IGfl • UJG jupwow pqnnt96.t 941 &uiqGiGpj jol PGecl 10 4W 242 241 U2EI - -'2 - \\. uz g = =: wi1ItrJ - 27e M UWflO 944 04 We J2A21 041 GPWIj 3JO 01-24. Gi1I2 2j d24 O 4U2JG qupwoW p2JIflt92J34J I V Cll 21d gGeLl kJOGUOD GI 41 =(P°/i) UIG2C - I O 4U2JG itcod cpoj e1d JoJ oVcI "i poilcUnG ;wei.j qug woVq Pqq jo 3codJnd PIOG Pqq J01 RJLP ODVJ ALI p2pIAoJd 'iep pue ;ueid uoine Eulpnpul 'uoI;u3wnop leinqgnjqG oq_L ONI89JNION 113 W :iQ V PeIGIJ :UOIF.O1 OWd 1O?f I I/i7OQ 2JG U2O 0990 :9f0j Project: 2G50 Ocean Street Location: Carlsbad, CA Z:=_efft =1.05 in 3 4 F,:=50 ksi For Plate M=Z.F k=0.9 4.M=47.25 in-kip Date: 04/I 1120 18 By: AA PACO STEEL & ENGINEERING 4. Mn TUROd := -. - 22.5 kip Lever.arm Tutotai =4 TU ROd = 90 kip - For Single.Rod - I SW' I I Therefore, the plate I x I -2 x I -2 is adejuate forItensileload of,Tu.total=SO Icips I 'k)); For welding the column web toltheasepIate \\,,7 \'( , Max.weld.load Using 5/I " fillet weld tweld r:=0.75 i5 • 0. "OIC" 20 71~~irp 3) cs ' weIjç 2 twe 1d°5 < Check CoIumnWeb': WCIP.5tre55 per 5.3 6 Q ith 7O electrodeand using the'50% directionaIiincrease T ~4 'w70kU 'U F.0.707.t Idl44"kpj, ';~~ NZ/ /4% 149 in required weld length for connecting w• 0.707\ column web to the base plate using douIe sided fillet weld 17 9 web pr inch 2Max.*e1tL1oad - web.ress.— web F:=50 ki 0.9.FYC =45 ksi The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-2 Project: 280 Ocean Street Date: 04/I 1/2015 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING 2- Design of base plate for compre5rive loads: Conservatively, consider the 'ratio of the co1ncrete to base plate area is unity is 50 Nsi and f'c of concrete is 3.0 K5i. C The required strength of the se plate cabe determined asMpl=($ç critical base plate cantilever dimension, L, is the larger of m, n Py of base plate )/2 Where the figure 2) j Pu (LRFD) i- II I z 4. 15d !L! Assumed (a) Assumed Dearing\\ " (b) Assumed Dënding I (c)655e late Design v\ \ , ñ V s ' Stress Lines \j Moment Determination .5gure'2. Design of Dase Plate with.AxialCompressive Load of Pu VO B. 14.zn ' i:=-.14 in b :A 12.2 in' d 12.7 in OOepO. \ y =65.0.85.f'.B.N32487iP V A2/Al = I , Conservative Assumption c % .<(/' N—O.95'd'\ B-0.8 bf C.97 in : =2.12 in 2 in X:= 4jjç, IF U.max =0.23 ((d+1) The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-30 / hi :.:. B ac EDGE OF CONCRETE EDGE OFCONCRETE $ 6X Figure 4. embedment Detail 13 Project: 2G80 Ocean Street Date: 04/I 1/20 18 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING 2./5 =0.51 i+i—x . 4 X.n'=1.57in L:= max (mX.n)=2.j2in C -m 2P1 tp req = L BN = 0 27 in =0K" Therefore, plate I" x I '-2" x I '-2 is'uate fou= 74 Ki Concrete brekout Strength dfAnchors (ACI 3 I 8- 14, 17-.4.2), \ Calculate the tensile design strength of%concrete'for Oo'T'(4) I- 1 /8" D-ASTM F 1554 '.\ \ . • " .\ <( )) Grade 55 N.si anchor roswith an emdmentIength of ecl hef positioned as shown in ... —/ Figure 4 are used.torestst the comIina'tension T).and shear force (Vm). - E ft 14 EDGE OF CONCRETE ' Eleft S E. TT11 Tu j w The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MP-31 Project: 28O Ocean Street Date: 04/I 1/2013 PACO Location: Carlsbad, CA Dy: M STEEL & ENGINEERING T=14.21 kip E,.,:=24 jfl Eleft := 24 in I S1:=4.75 in I Ebott =24 in Eright 24 in S2 4.75-in The ACI concrete breakout design strength (using equation forhef'> 'Ij in) for 3000 Fs concrete is * hef:16 in _ 4•4< e-IQ d.N =73yh_)=1. t o I7A <\ qfc.N:=1 Concrete cracking'is likely to occur . WCPN=1. hef = 16 in effective embedment length used in calculation \-.. Nb=89.03 kip \' \'s_ ACI 3 l& 14, I 7.4.2.2a $ (.,~o 2b . ANO:=9.h 2'=23O4.in2 C ( c'' Q ANc :(Etj+Sl+Eb );(Elcf(+S2 +EAll )2782.564ifl2 The critical edge distance is 41 €= 107!53'kzpp hef e .1 ' Nco N "k J,kf ' 1 ACI 3I&-14, 17.4.2.11, The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MF-32 1.r-.N := 1 ' No eccentricity in the ACI 313-I4, '74k? Project: 280 Ocean Street Date: 04/11/2018 PACO Location: Carl5l2ad, CA By: AA STEEL & ENGINEERING Determine Concrete breakout strength of anchors for in 51-ear ACI 3 18-14, 17.5.2: hfootlflg:=24 in Minimun footing depthrecuired _.Et0 :=24ifl -- -•"4- Eleft :=242n t Ebott =24 in Eright 24 in Cal 24 in Ca2 TOP = 24 in Ca2 BO = 24.iTL No eccentricity in the connection \ACL3 18-14, 17.5.2.5 Wed.V:=mmn(1(7+0.3 . l to 7.5.2.8 , - Concrete crackingis hkely.tooccur Wv:=l - - w —i ha=24in Av 0 := 4.5. (Cal2)=259i.i<2\) AV = C := (C.2 .TOP +.S1+C.9 BOTT).h12664fl . 1e:=mintdh9 , \ . V1;:= 7. - c . V ai447 kz\., ,YvC .cbg __ A ..c.V cd.v..Wc v: 31. Wh.v.Vh=86_kzp =22.3 kiP rlig _ 10. =35 :kIk' ... OK ) ' Tdssumption of distribution of forces indicates that half of hear force would be critical on the front anchors and the projectcd area (case , R17.5.2.I(b)) H The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-33 Project: 2G50 Ocean Street Date: 04/I 1/2015 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING Determine steel strength of anchors in tension n:=4 number of anchor rods T 1 =14.21 kip .. Ase = 0.763 in2 effective area of anchor F t:=75 ksi ASIM P1554 Grade 55 4NS:=n.0.75.Ase.Fut =171.68kip r€ø' Determine steel strength of anchors in shear - - n:= 4 numb I er of anchor Si51 CZ) Vm= 20.7 ki := n.0.650.6. = _cOK 171. 0 Fnv :=O.45.F = 33.75 ksi AISC 3O-'TabIe J3.2 & F t:40.75.F t =56.25kSi" A =0.994in rossarea of-anchor 011,75 Fn, 42.19 ksiL. - - n:=4 number of anchor rods frv:=.' g .=521 ksi nA The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. MF-34 Project: 2G80 Ocean Street Date: 04/1 1/2018 PACO Location: Carlsbad, CA By: AA STEEL & ENGINEERING F 4).F't:=4)., 1.3.F—_" •fllv =46.17 ksi < .rnt Fnv 4).F'=42.19 ksi T 1 L ft m := __= ksi tensile stress from axial tension flAg I 4?.F'=42.19ksi —"OK" for Joint Ni2: • :: F nv :=0.45-,'F .t=33.75 ksi A13G0raHe J3.2 x Fnt:=L7&56.25ksi A = 0.994 in2 Gross area ianäor 00 4):=O.75 - --eT -\ ()-Fnt =42.19 ksi 0 q n:=4 'numer of anchordrods nA .ç521ksz "-1 34 ksi Ont () nt . F t c'Trn2:7:kA V' ,A (ç/ t\ \\,/ • ,-.. F'11 =4219ksi\' , c tensile stressfrom axial tension The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment frames supplied by PACO Steel. Mr-35 Project: 250 Ocean Street Date: 04/I 1/2018 PACO Location: Carl5I7ad, CA By: AA STEEL & ENGINEERING Determine pull-out strength of anchors in tension (ACI 3 15-14. 17.4-3-4) f':=3 ksi :=0.7 17.3.3, Condition D fl4 Np :=T 14.21 kip Np Ab rg.req:= =0.21 in2 Per I7olt Wcp.N8fc1 c N:=l CID Abrg=l.85 in Dearing area of heads and termine concrete side-face Iowout5tr(ACI3--l--8<9r41----117.4.4.2), 2.5Camin=60 in c<-? hef=l6in 4\ = "Not App1ica" Therefore, Use (4) I - 1/8" 4) ASTM r I 554 Grade55 heaiy hex, ea anchor rods. c3'N 1V 1. Z:~* \c, H The Structural documentation, including calculations, plans and details, provided by PACO are for the sole purpose of the Moment Frames supplied by PACO Steel. MF-3G 0. ty- tAJLlsb ad CErIFICATWN OF SCHOOL . FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not Issue any building permit without a completed school fee form. REC,1 Vd11 I Carlsbad Unified School District Project No. & Name: DEV2017.0016, OCEAN STREET RESIDENCE Plan Check No.: c018-0682 - Project Address: 2680 OCEAN ST U!Lo/NcRLSs Assessor's Parcel No.: 2031411000 Project Applicant: TRUST CARt.SBAD MERMAID TRUST 09-23-08 (Owner Name) Residential Square Feet: New/Additions: 1,213 SF SF0 DEMOUSHED & CREATING NEW 3,881 SF0 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 08108/2018 Certification of Applicant!Owneis. The person executing this dedaratlon ('Owner) certifies under penalty of perjury that (1) the information provided above is correct and We to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an Increase in the number of dwelling units or square footage after the building permit is issued or If the initial determination of units or square footage is found to be Incorrect and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authOrized to sign on behalf of the Owner. 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Enanitas, CA 92024 Phone: (760) 944-4300x1166 [J San Diegulto Union H.S. District 684 Requeza Dr. Encanitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) [J Son Marcos Unified Scl. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marceija (By Appt.only) [] Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may Issue building permits for this project. 51gm Title: Name of School District: 6225 EL VAMINU HEAl. CARLSBAD1CA-92009- - Phone: 331,6""-v Building Division 1535 ?araday AvenUe I Carls7CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control SedmentI Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C 2 C .2 0 ... o _0 a) E -0 C CL 0 a, c Cl) o,,.. D 0 C Cfl Best Management Practice* c Cn . (BMP) Description ....3 .2 c' . .! 2 g0 03 : a, a, a) 0 C . - E o -O C 1u - Cl) .° - i.. 0 .! .0 a,C - - . --' € 1. - -a 0 .0 C - a, '- ' -D . . a, - . o a, . - a, o .2 C a 2 = C C - N C C o a, 0 - .2 ._ = a, a, .0 2 a, . 0 C 0 ..-. ..-. 0 ... 0 0 > 00 0 a, . 0 . 0 ..- o. o 00 00 C 00 U) U) U) L) Ij ( U)> U) U) 0 U) Cl) 0 0 0 0 > C.) Cl) Cl) Cl) C.) Cfl M = M 0 M. CASQA Designation —3 N o - r) 1t) CD N Go T ' r1- C) T ? i C? T 00 Construction Activity w IJi W Cl) Cl) Grading/SoilDisturbance 4,7 - Trenching/Excavation - Stockpiling • — — — — - — - - - - — — — — — - - - - - -- - — — — — — — — — — — — — — — — — - Concrete/Asphalt Sawcutting — — Drilling/Boring--- - — — — - / - — - — — / — — — — — — — — — — — — — — - Concrete Flatwork — - - -- — - - 7 - — — — — — — — — — — — — — — — — — — - — Paving -- — — — — — — — - — — — — — — — - _Conduit/Pipelnstallation Stucco/MortarWork - — Waste Disposal - - — — - - — — — — — — — - - - - - - — — - - - - - — — Staging /Lay Down Area Equipment Maintenance and Fueling Hazardous Substance Use/Storage — Dewatering — — — — — — — — — — — — — — — — Site Access Across Dirt --- - - - - Other (list): - - - - -- — — — - - — - - - — — — — — - - — STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (407.). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. Instructions: Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION AC11V111E5 TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY NTH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 94r .ilki, OWNER(S)/OWNER'S E (PRINT) 7_ ande E (SIGNATURE) DATE E-29 Page 1 of 1 PROJECT INFORMATION Site Address:_ALI& e61441 -r Assessor's Parcel Number: Emergency Contact: Name: 24 Hour Phone: 7' Construction Threat to Storm Water Quality (Check Box) El MEDIUM El LOW REV 11/17 PERMIT REPORT Cqtyof Cdrlsbad Print Date: 12/22/2020 Permit No: PREV2019-0239 Job Address: 2680 OCEAN ST, CARLSBAD, CA 92008-2237 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisic Parcel #: 2031411000 Track #: Applied: 11/13/2019 VaIuafion $ 0.00 Lot #: Issued: 12/26/2019 Occupancy Group: Project #: DEV2017-0016 Finaled Close Out: 12/22/2020 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check #: CBR2018-0682 Inspector: TFraz Plan Check #: - Final Inspection: Project Title: OCEAN STREET RESIDENCE Description: OCEAN ST RESIDENCE: DEFERRED- STEEL STAIRS (INTERIOR) Property Owner: CARLSBAD MERMAID TRUST 09-23-08 1673 AMANTE CT CARLSBAD, CA 92011 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE • $35.00 MANUAL BLDG PLAN CHECK FEE $225.00 Total Fees: $ 260.00 Total Payments To Date: $ 260.00 Balance Due: $0.00 11 Building Division Page 1 of 1' 1635 Faraday Avenue, Carlsbad CA 9200-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov got — o cr Original Plan Check Number ZP,tO \- 0 Q 9a Plan Revision Number _________________ Project Address 48O 4&4AJ c7 General Scope of Revision/Deferred Submittal: 5h Ai&ç PLçi CONTACT INFORMATION: Name 414L Phone Wo 473l6 F Address_"/'( 4'tM /4I4 City 4) Zip Moor Email Address dT'A'5 -"i Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: E 'PIans ErCalculations LI Soils LI Energy [I Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 'L 5rfid-5 57/-e&4&'AdI £1ew4 51__ Does this revision, in any way, alter the exterior of the project? LI Yes RNo Does this revision add ANY new floor area(s)? LI Yes 10 Does this revision affect any fire related issues? LI Yes ]'No Is this a complete set? LJ Yes [Q-No Date 1635 Faraday Avenue, Carlsbad, CA 92008 760-602- 2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov