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Home My WebLink About2445 MARK CIR; ; CBR2019-2431; PermitPERMIT REPORT Residential Permit Print Date: 03/18/2022 Job Address: 2445 MARK CIR, CARLSBAD, CA 92010-2816 Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: BLDG-Residential 1671604400 $140,105.80 Work Class: Track#: Lot#: Project#: Plan#: Constructio'n Type: Orig. Plan Check#: Plan Check#: Description: GILBERT: 297 SF ADDITION// 1,930 SF REMODEL Applicant: SWIFT PERMITS AMY EYRAUD 3129 IMPINK PL JAMUL, CA 91935-3214 (619) 592-0498 FEE Property Owner: GILBERT JUSTIN WAND LILI D 2445 MARK CIR CARLSBAD, CA 92010 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION BUILDING PERMIT FEE ($2000+) 5B1473 GREEN BUILDING STATE STANDARDS FEE SWPPP PLAN REVIEW FEE TIER 1-MEDIUM SWPPP INSPECTION FEE TIER 1-Medium BLDG MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL STRONG MOTION-RESIDENTIAL BUILDING PLAN CHECK FEE (BLDG) Addition Total Fees: $2,151.84 Total Payments To Date: $2,151.84 (city of Carlsbad Permit No: CBR2019-2431 Status: Closed -Finaled Applied: 09/04/2019 Issued: 10/28/2019 Finaled Close Out: 03/18/2022 Inspector: Final Inspection: Balance Due: CRenf 03/15/2022 AMOUNT $182.00 $175.00 $771.55 $6.00 $55.00 $246.00 $92.00 $66.00 $18.21 $540.08 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ( Cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check C()f-;;l.0\9 ~ ;:)C/3/ Est. Value 1P I LJ diJ0C:. '80 PC Deposit --------- Date °f-L/ -I 1 Job Address '2-Y~l? 1'-1ov:t Ci C, Suite: _____ APN: __________ _ CT/Project#: __________________ Lot#: ___ _ Fire Sprinklers: yes/ no Air Conditioning: yes/ no Electrical Panel Upgrade: yes/ no BRIEF DEscR1PT1ON oF woRK, -'-""'""J4h-4o+ll~R...~--'h'--4,,11o>J.J.Lf _,._(),,___-"r?Yr:n=-..::c.L..L.Uc..,_'>cu.f~oLll--=:::;+---a""--"cl"--'cJ..!~_,_i _.:._:b..,,-o""----'-n_,__..,,o-f-:c...,___ ~q7 s. 0 Addition/New: ;).CJ 1= Living SF, ___ Deck SF, ___ Patio SF, ____ Garage SF Is this to create an Accessory Dwelling Unit? Yes/ No New Fireplace? Yes/ No, if yes how many? __ D Remodel: 11 C/ 30 SF of affected area Is the area a conversion or change of use? Yes/ No 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No Panel Upgrade: Yes/ No LJ Reroof: _____________________________________ _ LJ Plumbing/Mechanical/Electrical Only: _________________________ _ c::_J Other: ____________________________________ _ APPLICANT (PRIMARY CONTAC ) PROPERTY OWNER Name: ~ Name:Ju:-\:in:-i L-i\1' C-;ii\bftj Address: ~.[Jl'!;i,=:__,,.,_,._L..:._;_--"'--'----c....-----cc--Address: '2. 4 Y t;" lv\.OI Y-\C.... C \y--, City: S-D State:(QI Zip: 'Z.ll9 City:Qly1St23d State:(4 Zip:q?OIO Phone: lol9 · qqc.,,j · '7"'?'73--: Phone: ______________ _ Email: p.e cmi~@ p-ex:mi:J:s io MobOn~mail: _______________ _ (~ DESIGN PROFESSIONAL Name: _________________ _ Address: ________________ _ City: ________ State: ___ .Zip: ___ _ Phone: _________________ _ Email: _________________ _ Architect State License: ___________ _ CONTRACTOR BUSINESS Name: fl1'1Y:\'"O~\ Address: Cf6<...I') J2.iver Sb City: /a{vsi de. State:.(a__Zip: q")-dl..( O Phone: ___________________ _ Email:----~~~~------------ State License: I O f O I I Ii, Bus. License: j;) Y 31 ';) !5 (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/she 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/she 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}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of 2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: 17 I have and will maintain a certificate ot consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. n I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My wo,kecs' compensation insucance caccie, and policy numbe, ace: Insurance Cor3'my Name: ~~~i;)\Q, ~1P® Policy No7 lq CXX) I q 8d9, ICj I Expiration Date: I j I '¢0 -e_, \) e..,v-e 'i:, -l,: \::) '('~ yy, \ ~ \ \ I',~ D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: ( OPTION B ): OWNER-BUILDER DECLA I hereby affirm that I am exempt from Contractor's License La or the following reason: 0 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). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). DI am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D Yes D No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work {include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: LJAGENT DATE: _____ _ --------------------------- CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _____________________ _ Lender's Address: _____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D Yes D 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. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. 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 over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Buildi Code). APPLICANT SIGNATURE: 1635 Faraday Ave Carlsbad, CA B-1 : 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 PERMIT INSPECTION HISTORY for (CBR2019-2431) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 09/04/2019 Owner: COOWNER GILBERT JUSTIN WAND LILI D Issue Date: 10/28/2019 Subdivision: EL CAMINO MESA UNIT# 2 Expiration Date: 07/05/2022 IVR Number: 21522 Address: 2445 MARK CIR CARLSBAD, CA 92010-2816 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Friday, March 18, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2019-2431) Permit Type: BLDG-Residential Application Date: 09/04/2019 Owner: COOWNER GILBERT JUSTIN WAND LILI D Work Class: Addition Issue Date: 10/28/2019 Subdivision: EL CAMINO MESA UNIT# 2 Status: Closed -Finaled Expiration Date: 07/05/2022 Address: 2445 MARK CIR IVR Number: 21522 CARLSBAD, CA 92010-2816 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Dale Start Date Status 08/18/2021 08/18/2021 BLDG-21 164442-2021 Passed Chris Renfro Complete U nderground/U nderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 164443-2021 Passed Chris Renfro Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/26/2021 08/26/2021 BLDG-11 165248-2021 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/27/2021 10/27/2021 BLDG-23 169414-2021 Passed Chris Renfro Complete Gas/TesURepairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLOG-84 Rough 169415-2021 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 01/04/2022 01/04/2022 BLDG~33 Service 173793-2022 Passed Chris Renfro Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/15/2022 03/15/2022 BLDG-Final Inspection 178318-2022 Passed Chris Renfro Complete Friday, March 18, 2022 Page 1 of 2 DATE: 10-24-2019 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2019-2431 PROJECT ADDRESS: 2445 Mark Cir. ✓• EsG1I SET II PROJECT NAME: Gilbert Addition and House Remodel ✓APPLICANT r JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted:foj24lt'l (bf.JY\) Email: Mail Telephone Fax In Person 0 REMARKS: By: David Kniff AIA EsGil 10-10-2019 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • DATE: 9-18-2019 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2019-2431 PROJECT ADDRESS: 2445 Mark Cir. ✓• EsG1I A SAFEbuilr Company SETI PROJECT NAME: Gilbert Addition and House Remodel □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D 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: Amy Eyraud D 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: Amy Eraud ontacted~1---r8" A (bylt,) Email: Mail Te~phone In Person ARKS: Telephone#: 619-994-5557 By: David Kniff EsGil Enclosures: 9-6-2019 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 I 23 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-CBR2019-2431 9-18-2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-CBR2019-2431 PROJECT ADDRESS: 2445 Mark Cir. FLOOR AREA: 297 s.f. addition Remodel of 1,930 s.f. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9-18-2019 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad STORIES: 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 9-6-2019 PLAN REVIEWER: David Kniff 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 CB-CBR2019-243 l 9-18-2019 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2019-2431 PREPARED BY: David Kniff BUILDING ADDRESS: 2445 Mark Cir. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Remodel 1930 46.51 Addition 297 169.50 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance 1997 UBC Buildin 9 Permit Fee i-• I 1997 UBC Plan Check Fee l!l Type of Review: Complete Review j Repetitive Fee i Other , \ :"'J Repeats i Hourly EsGil Fee , , , DATE: 9-18-2019 Reg. VALUE Mod. 1 Structural Only / E:=:=]Hr.@• ( ~ Comments: In addition to the above fee, an additional fee of$ $ /hr.) for the CalGreen review. ($) 89,764 50,342 140,106 $501.ssJ ; is due ( hour@ Sheet of Carlsbad CB-CBR2019-2431 9-18-2019 PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans show the square footage of 286 s.f. yet the building permit application shows the new addition to be 297 s.f. Please revise plan to reflect the correct square footage. 4. If there is no complying barrier between the pool and any proposed new doors, please show how compliance with section AV100.2 for pool safety will be achieved (i.e. exit alarm; self-closing, self-latching device with the release at least 54" from the floor, etc.). 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 6. Where is Sheet A7? Sheet index shows a roof plan yet it isn't attached to the plans. 7. Sheet index shows that S4 is Roof Framing yet S4 is a detail sheet. Please revise. Carlsbad CB-CBR2019-2431 9-18-2019 FIRE PROTECTION 8. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Inside each bedroom. b) Outside each separate sleeping area in the immediate vicinity of the bedrooms. c) On each story, including basements. d) Such smoke alarm locations shall comply with the following: i) They shall be not less than 3' from the door opening of a bathroom. ii) They shall be at least 20' from a cooking appliance. iii) They shall be at least 3' from supply registers of heating/cooling systems. iv) They shall be at least 3' from the tip of the blade of a ceiling- mounted fan. • NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 9. In existing buildings, when alterations, repairs or additions requiring a permit occur (or when one or more sleeping rooms are added), the dwelling unit shall be provided with smoke alarms located as required for new dwellings; the smoke alarms shall be interconnected and hard wired. Exception: Smoke alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R314.8.1. 10. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. b) On each story, including basements. • NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. Carlsbad CB-CBR2019-2431 9-18-2019 11. When alterations, repairs or additions are proposed for dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), the dwelling unit shall be provided with carbon monoxide alarms located as required for new dwellings; the carbon monoxide alarms shall be interconnected and hard wired. Exception: Carbon monoxide alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section R315.2. ROOFS 12. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. STRUCTURAL 13. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2) a) High-strength bolts. Periodic inspection should be provided for installation of high-strength bolts in accordance with AISC specifications. Section 1705.2 b) . Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. 14. Note is cut off on left side of S3. Widen viewport. 15. Detail 17/S5. How is fascia attached? 16. Detail 16/S5 Remove Parapet wall or guardrail portion of the detail. ELECTRICAL 17. Per CEC Article 210.11 (C)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 18. Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor Carlsbad CB-CBR2019-2431 9-18-2019 entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). 19. Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(0). 20. New outlet shown at the exterior of the Living Room shall also be noted as Water Proof. PLUMBING 21. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407,408,411,412. Please change green notes to reflect shower head change to 1.8gpm. RESIDENTIAL GREEN BUILDING STANDARDS 22. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. 23. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. 24. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. 25. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. 26. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. 27. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. 28. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. Carlsbad CB-CBR2019-2431 9-18-2019 29. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 30. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. Residential Energy Lighting Requirements: ES 150.0(k} 31. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. Light sources that are not marked "JAS-2016-E" shall not be installed in enclosed luminaires. ES 150.0(k) 32. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 33. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). 34. Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k) 35. SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 36. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 37. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". 38. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Carlsbad CB-CBR2019-2431 9-18-2019 MISCELLANEOUS 39. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 40. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. lfthere are other changes, please briefly describe them and where they are located in th.e plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 41. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Kniff at EsGil. Thank you. ' solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURA L CALCULA TI O NS Gilbert Residence 244 5 Mark circle, Carlsbad , CA 92010 08/13/19 : Proj ect # 19-163 Table of Contents Design Criteria & Loads .................................................. 1 Gravity A nalysis & Design .............................................. 2-6 Lateral Analysis & Desig n .............................................. 7-15 Foundat ion A nalysis & Desig n ..................................... 16 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Design Loads Load 1 DL Asphalt Shingle Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 so lidforms engineering 2015 IBC/2016 CBC -ASCE / SEI 7-10 ACI 318-14 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-13/ACI 530-13 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [fc = 1800 psi Type SJ ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-10, 14th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM AS00, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM AS00, Carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi All other steel: ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special I nspection. NDS-15 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = (2Sf Load 2 4.0 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0 .25 (Table 1806.2) Int. Wall DL Drywall 1.5 2x4 Studs@ 16"o.c. 3.5 1.5 2.5 1.0 0.0 14 20 34 Load 4 ... . Misc. other Total Load Ext. Wall 1 DL Stucco 2x4 Studs@ 16"o.c. Drywall Insulation Misc. other Total Load Ext. Wall 2 . . Page 1 of 16 08/13/19 (2Sf 5.0 1.0 1.0 7 ~sf 10.0 1.0 2.5 1.5 1.0 16 so lidforms Page 2 of 16 08/13/19 engineering [ Multiple Simple Beam i■l◄i8ii!?O•@•lfi11• !iM1@¥i:lJri•#•li11\-i¥111·ildMil1f·I Description : ROOF GRAVITY [RJ1 , RB1-RB3, RH1_-________ _ Wood Beam Design: RJ-1 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 1.75x9.25, Microllam LVL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade: MicroLam LVL 2.0 E BEAM Size: Fb -Tension 2,600.0 psi Fe -Prll 2,510.0 psi Fv 285.0 psi Ebend-xx 2,000.0 ksi Fb -Compr 2,600.0 psi Fe -Perp 750.0 psi Ft 1,555.0 psi Eminbend -xx 1,016.54 ksi Density 42.010 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.419; 1 1,416.23 psi at 3,380.00 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.157: 1 55.80 psi at 356.25 psi +D+Lr+H Q 1.. 0.29 0.29 Lr 0.36 0.36 9.000 ft in Span # 1 0.000 ft in Span # 1 ------------------------0(0 0280) Lr(0 040) .ti Max Deflections 1.75x9.25 18.0 ft Transient Downward 0.41 1 in Total Downward 0.748 in 288 >240 Ratio 524 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: J Wood Beam Design : RB-1 [Gridline 61 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 3.5x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Trus Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 16.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.371 · 1 1,343.27 psf at 3,625.00 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.266: 1 96.32 psi at 362.50 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q l. Lr 1.84 1.84 1.36 1.36 5.750 ft in Span # 1 0.000 ft in Span # 1 ~-3.5x11.875 ~ 11.50ft ---J .ti Max Deflections Transient Downward 0.130 in Total Downward 0.226 in 611 >240 Ratio 1064 > 360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: solid forms engineering Page 3 of 16 08/13/19 [ Multiple Simple Beam l!Al/8Wi!CII1•1ti13• 1@@a;_;mro1a,1,,,aat1•11,i@11,t•I Wood Beam Design : RB-2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 --------BEAM Size : 4x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb -Compr Douglas Fir -Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi 580.0ksi Density 31.21 O pcf 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 1.625 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: 0.1 38; 1 171.39 psi at 1,237.50 psi +D+Lr+H 5. 750 ft in Span # 1 ~ 4x12 Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.052: 1 11.74 psi at 225.00 psi +D+Lr+H (k) Q 1. 0.18 0.000 ft in Span# 1 .E Max Deflections Transient Downward Ratio 11.50ft 0.019in Total Downward 7131 >360 Ratio 0.038 in 3633 >240 Max Reactions Left Support Right Support 0.1 8 J.r 0.19 0.19 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 in 9999 LC: Wood Beam Design: RB-3 [Supportino RB-1 @ Gridline Cl Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x7.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Trus Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads UnifLoad: D=0.0140, Lr=0.020k/ft,0.0ftto1.750ft, Trib=9.125ft Unif Load: D = 0.0140, Lr= 0.020 k/ft, 1.750 to 6.50 ft, Trib= 3.375 ft Point: D = 1 .40, Lr = 1.90 k@ 1.750 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.573; 1 2,075.61 psi at 3,625.00 psi +D+Lr+H 0.494 : 1 179.17 psi at 362.50 psi +D+Lr+H 1.755 ft in Span# 1 0.000 ft in Span # 1 6.50 ft Density Q 1. .s. 'l:J. .E l::I Max Deflections Transient Downward 0.087 in Total Downward 1.32 Ratio 893 >360 Ratio 45.070 pcf 0.153 in 511 >240 Max Reactions (k) Left Support Right Support 0.57 J.r 1.78 0.76 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 in 9999 LC: solidforms engineeri ng Page 4 of 16 08/13/19 !iM1@►i1Ui•iC•)l11t-ia,i•ii1;:411,1,I Wood Beam Design : RH-1 [Gridline 11 Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: Wood Species : Fb -Tension Fb-Compr Applied Loads 4x4, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 9.0 ft 1,600.0 ksi 580.0 ksi Density 31.21 O pcf Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: 0.614; 1 1,036.65 psi at 1,687.50 psi +D+Lr+H 2.000 ft in Span # 1 ~ 4x4 Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: 0.289: 1 65.01 psi at 225.00 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q .!. .!.r 0.36 0.36 0.26 0.26 0.000 ft in Span # 1 '1:1.. .E Wood Beam Design : RH-2 [Gridline 31 !i 4.0 ft Max De ectIons Transient Downward 0.052 in Total Downward 0.089 in 537 >240 Ratio 921 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +O+Lr+H 0.000 in 9999 LC: Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr Applied Loads 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 25.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: 0.351; 1 512.69 psi at 1,462.50 psi +D+Lr+H 0.260: 1 58.41 psi at 225.00 psi +D+Lr+H 1.750 ft in Span# 1 2.905 ft in Span# 1 .s ---Max DeflectIons 0.010 in 1,600.0 ksi 580.0ksi Density 31 .210 pct Total Downward Max Reactions Left Support Right Support (k) Q !. 0.62 l.r 0.88 0.88 J:! Transient Downward Ratio 4400 >360 Ratio 0.016 in 2572 >240 LC: +D+Lr+H 0.62 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio 0.000 in 9999 LC: solidforms engineering Page 5 of 16 08/13/19 Wood Beam Design: RH-3 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 -------~---------BEAM Size: 5.25x14.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb -Compr TrusJoist Wood Grade : ParallamPSL2.0E 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.050 pcf 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 16.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : 0.293; 1 1,042.66 psi at 7.250 ft in Span# 1 3,563.50 psi Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: +D+Lr+H 0.194:1 70.47 psi at 13.340 ft in Span# 1 362.50 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q !. Lr 2.32 2.32 w. .E 1.79 1.79 !:l 14.50 ft Max De ect1ons Transient Downward 0.133in Total Downward 0.236 in 736 >240 Ratio 1305 > 360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: j Wood Beam Design : RH-4 rsetween Gridlines 4 & 51 Calculations per NDS 2015, IBC 2015, CBC 2016, AS~ BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr Applied Loads 900.0psi Fc-Prll 1,350.0psi Fv 180.0psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 klft, Trib= 16.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.777; 1 1,135.78 psi at 1,462.50 psi +D+Lr+H 0.385: 1 86.57 psi at 225.00 psi +D+Lr+H Q .L. 3.250 ft in Span # 1 0.000 ft in Span # 1 L ~eflect1ons .E !:l Transient Downward 0.073in 1,600.0 ksi 580.0 ksi Density 31.210 pcf Total Downward Max Reactions (k) Left Support Right Support 0.75 Lr 1.04 1.04 Ratio 1073 >360 Ratio 0.125 in 625 >240 LC: +D+Lr+H 0.000 in 9999 0.75 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: [ Multiple Simple Beam 181◄113Wltltl•lfi'13• so lidforms engi n eering Page 6 of 16 08/13/19 !iMdM►i':ltti•j•)i11t-iaei·li11MiJ Wood Beam Design : RH-5 fGridline 91 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 4x4, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr Applied Loads 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : 0.114; 1 192. 70 psi at 1,687.50 psi +D+Lr+H 1.500 ft in Span # 1 2.710ft inSpan#1 3.0 ft 1,600.0 ksi 580.0 ksi Density 31.210 pcf Load Comb : Max Reactions (k) Left Support Right Support 0.067: 1 15.11 psi at 225.00 psi +D+Lr+H .12 !. l.r 0.09 0.09 '1:J. .E tl Max De ect1ons Transient Downward 0.005 in Total Downward 0.009 in 3854 >240 0.06 0.06 Ratio 6552 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Seismic Design solidforms eng in ee rin g Page 7 of 16 08/13/19 Design Variables Base Shear Calculation (ASCE 7-10 Sec. 12.8 & Supplement 2) Latitude= 33.17 (12.8-2) V = C5W Cs= S05*1/R = 0.120 Longitude= -1117.32 Site Class = D Occupancy= II Table 1.5-1 (12.8-3) for TSTL: S01 *1/(RT) Where: Cs max. = for T>TL: S01*TL*l/(RT2) (12.8-4) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1-1 & 11.5-1 R = 6.5 Table 12.2-1 (12.8-5) for S1<0.6:0.044S051~0.01 Where: Cs min. = (12.8-6) forS,~0.6: 0.5S1*1/R Ss = 1.100 Section 11.4.1 S1 = 0.424 Section 11.4.1 DL Area Len. Fa= 1.060 Table 11.4-1 Material (psf) {ft') (ft) Fv = 1.576 Table 11.4-2 Load 1 14 3067 SMs = Ss*Fa = 1.166 (11.4-1) SMl = S1*Fv = 0.668 (11.4-2} .__ Q) Q) 0. > 0. Q) Ext. Wall 1 16 277 :::::> ...J S05 = 2/3*SMs = 0.777 (11.4-3) Int. Wall 7 200 S01 = 2/3*SM1 = 0.445 (11.4-4) 3067 All other structural systems Table 12.8-2 Ci= 0.02 Table 12.8-2 X= 0.75 Table 12.8-2 TL= 8 Figure 22-15 Ta = (i*hnx = 0.104 (12.8-7) T =Ta= 0.104 Section 12.8.2 hn = 9.0 Section 12.8.2.1 Cs= 0.120 Section 12.8.1.1 k= 1 Section 12.8.3 ¼ = 4 Table 12.2-1 l::i.a = hsx * 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-10, Sec. 12.8.3 & 12.8.6) Level Wx hx h/ Wxh/ Fx Fx (psf) % P ?'ixe allow. Upper Level 66.3 9.0 9.0 596 7.9 2.6 100% Yes 0.675 66.3 596 8 3 Level Forces (ASCE 7-10, Sec. 12.10.1.1) Level Wx IWx Fx IFx Fpx Fpx (ASD) Where: Roof 66.3 66.3 7.9 7.9 10.3 7.2 Fmln. = 0.21SosWx Fmax. = 0.41SosWx 66.3 7.9 = = Ht. (ft) 8 8 0.659 Max. 0.034 Min. w (kips) 42.9 17.7 5.6 66.3 Where: Oxe allow. = l::i.a *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear Is > 35% of base shear (Section 12.3.4.2) solidforms engi n eeri ng Page 8 of 16 08/13/19 Wind Design Wind Pressures for MWFRS ASCE 7-10 -Envelope Procdedure Method 2 Design Variables Occupancy = Iwind = Basic Wind Speed (mph) = Exposure Category = Topographic Kzt = Width (ft) = Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = 'A= 8= 'AKztI = 2a (ft) = Min. Design Load (psf) = II Table 1.5-1 1. 00 Tables 1.5-2 110 Figure 26.5-lA B Section 26. 7 .3 1 Section 26.8.2 60.0 Transverse 70. 0 Longitudinal 4: 12 10.0 20.0 15.0 1 Figure 28.6-1 18.4 1.0 12.0 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = 'AKztlPs3o (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C Transverse 25.8 -7.3 17.2 Longitudinal 19.2 -10.0 12.7 tttttttttt~1 t~t~t~t~t~t~tt~t Vertical I 1--------"'"'"''' -------------------7 i------Width, W = --r Ridge Eave height height Wind pressures are In psf •Because wind presence is less than 2ero (0), use O for design. D -4.1 -5.9 Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: 22.4 kips 1400 ft2 16.0 psf ttt1tt1t11+ttffffffft Vertical 8 I ----r-Ridge -le! E"ve height 19 l j j ~ '%1////////,w///////&//////,W,w////////m//////,i/////,1///, hart l i----L/2-----4---u2 ----i Wind pressures are in pgf Longitudinal Governing Design Force: Longitudinal Tributary Area: Longitudinal Governing Design Pressure: 14.4 kips 900 ft2 16.0 psf E -23.1 -23.1 Vert. Press. Overhangs F G H ECH GCH -15.7 -16.0 -12.0 -32.3 -25.3 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.8 120 3.1 B 0.0 120 0.0 C 17.2 580 10.0 13.1 D 0.0 580 0 Min. 16.0 1400 22.4 22.4 E -23.1 360 -8.3 F -15.7 360 -5.7 G -16.0 1740 -27.8 -62.7 H -12.0 1740 -20.8 Min. -16.0 4200 -67.2 -67.2 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 144 2.8 B C 12.7 756 9.6 12.4 D Min. 16.0 900 14.4 14.4 E -23.1 420 -9.7 F -13.1 420 -5.5 G -16.0 1680 -26.9 -59.1 H -10.1 1680 -17.0 Min. -16.0 4200 -67.2 -67.2 Lateral Design Upper Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: l+i = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = Vx,.ro,e (Seis/Wind) = %Trib. of Load = N-S Line: 560 17 Parallel Left Right I 9.0 I 26.0 - -- solidforms eng in ee rin g F p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 6 - --- - Shearwall Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = YxSels(ASO) = Area/2*Fx*p*0.7 = xWind = LH*Lw/2*Px*0.6 = V - 'I.Vx (Above) = Yx Total = 3.5:1 = (h/2L}* Vx/L = Use Shearwall Type= Seis. 2.6 506 506 Wind psf 16.0 psf lbs 1123 lbs lbs 1123 lbs 113 187 plf @ Page 9 of 16 08/13/19 vxAbv.Trib. (Seis/Wind) = with LTP4 clips@ 48 "o.c. 39% Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall DLDlst. (psf) = Resis. DLo;51. (plf) = Resis. D4>olnt (lbs) = D4>olnt Dist (ft) = MomentOT (lb-ft} = 1MomentReslst. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = W1 3 Seis. I Wind 253 562 16 2026 4493 283 346 697 1659 697 1659 Per Plan Per Plan Upper Level N-S Line: Seis. Area (ft'} = 560 Shear Line Len.Tot (ft) = 17 Wind Relative to Ridge = Parallel Wind Lengths: Left Right l+i = Vert.Trib Height (ft) = I 9.o lw = Dist to Adj Gridline (ft) = I 28.0 Shear Above: Line = - VxAbove (Seis/Wind) = -- %Tnb. of Load = vxAbv.Trib. (Seis/Wind) = W2 3 Seis. I Wind 253 562 16 2026 4493 283 346 697 1659 697 1659 Per Plan Per Plan J p = 1.0 SDs = 0 777 Plate Ht. (ft} = 8 Lwall Tot. (ft) = - -- 0 - - - - - See Perforated Shearwall Cales on Following Pages for entire length of grid line F W3 W4 Ws Ws I - I I I 0 0 0 0 0 0 0 ------ ------ ------ ------ Perforated Shearwall Seis. Wind Strength Design Seis. Force: Fx = 2.6 psf Maximum Wind Pressure: Px = 16.0 psf YxSeis (ASO) = Area/2*Fx *p*0.7 = 506 Yxw,00 = LH*Lw/2*Px*0.6 = 'E.Vx (Above) = YxTotal = 506 lbs 1210 lbs lbs 1210 lbs -0 - - - - 'Resisting Moment DL is reduced by 0.6-0.14'5os for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-S Line: Seis. Area (ft') = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = I.,. = Dist to Adj Gridline (ft) = Shear Above: Line = VxAb<Ne (Seis/Wind) = %Trlb. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLDlst. (psf) = Resis. D~st. (plf) = Resis. Dl+>oint (lbs) = Dl+>oint Dist (ft) = MomentoT (lb-ft) = 1Momentiies1st. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = Upper Level Seis. Area (ft') = Shear Line Len.Tot (ft) = 1822 8 Perpendicular Left Right I 9.0 I 48.0 - -- W1 8 Seis. I Wind 1648 2074 16 13182 16589 2012 2458 1489 1884 1489 1884 Per Plan Per Plan N-S 1822 7 Line: Wind Relative to Ridge = Perpendicular Wind Lengths: ~ = Vert.Trib Height (ft) = I.,. = Dist to Adj Gridline (ft) = Shear Above: Line = VxAb<Ne (Seis/Wind) = 0/o-r,ib. of Load = VxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLDlst. (psf) = Resis. Dloist. (plf) = Resis. DLPo1nt (lbs) = Dli>o1nt Dist (ft) = MomentoT (lb-ft) = 1Momentiies1st. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Right I 9.0 I 48.0 - -- W1 7 Seis. I Wind 1648 2074 16 13182 16589 1540 1882 1791 2263 1791 2263 Left Holdown = Per Plan solidforms Page 10 of 16 08/13/19 engi n eeri n g C p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 LwallTot. (ft) = 8 - -- W2 I 0 0 -- -- -- -- H p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 7 - -- W2 I 0 0 -- -- -- -- - 0 - - - - - 0 - - - - - Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: Px = Vx5e1s(ASD) = Area/2*Fx*P*O.7 = Vxw100 = LH*Lw/2*Px *0.6 = "i.Vx (Above) = Vx Total = Vx/L = - Use Shearwall Type= Seis. 2.6 1648 Wind psf 16.0 psf lbs 2074 lbs lbs 1648 2074 lbs 206 259 plf @ with LTP4 clips @ 24 "o.c. 77% for entire length of grid line C W3 W4 Ws W5 I - I I 0 0 0 0 ---- ---- ---- ---- Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: Px = 0 - - - - Seis. 2.6 I 0 - - - - Wind psf 16.0 psf Vx5e1s(ASD) = Area/2*F,*p*O.7 = 1648 lbs V xWloo = LH*Lw/2*Px*O.6 = 2074 lbs "i.Vx (Above) = lbs Vx Total = 1648 2074 lbs Vx/L = 235 296 plf - Use Shearwall Type= @ 0 - - - - with LTP4 clips @ 24 "o.c. 88% for entire length of grid line H W3 W4 Ws W5 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- Right Holdown = Per Plan 'Resisting Moment DL is reduced by 0.6-0.14*So, for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-S Line: Seis. Area (ft') = lS0 Shear Line Len.Tot. (ft) = 9.25 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right 1..+i = Vert.Trib Height (ft) = I 9.0 I...,. = Dist to Adj Gridline (ft) = I 6.0 Shear Above: Line= - v~ (Seis/Wind) = -- 0/oi-rtb. of Load = vxAbv.Trib. (Seis/Wind) = solidforms eng i neering A p = 1.0 Sos = 0.777 Plate Ht. (ft) = 8 Lwau Tot. ( ft) = -- --- Perforated Sheaiwall Seis. Wind Strength Design Seis. Force: F, = 2.6 psf Maximum Wind Pressure: P, = 16.0 psf V><Sels.(ASOJ = Area/2*F,*p*0.7 = 136 lbs 259 lbs lbs 259 lbs V xWlnd = LH*Lw/2*P, *0.6 = DI, (Above) = V x Total = 136 -0 See Perforated Sheaiwall Cales on Following Pages Upper Level E-W Line: Sels. Area (ft') = 560 2 Shear Line Len.Tot. (ft) = 28 p = 1.0 Wind Relative to Ridge = Perpendicular Sos= 0.777 Wind Lengths: Left Right Plate Ht. (ft) = 8 1..+i = Vert.Trib Height (ft) = I 9.0 Lwau Tot. (ft) = I...,. = Dist to Adj Gridline (ft) = I 18.0 Shear Above: Line = -- v~ (Seis/Wind) = ---- 0/oi-rtb. of Load = V xAbv.Trib. (Seis/Wind) = See Perforated Sheaiwall Cales on Following Pages - - Perforated Sheaiwall Seis. Strength Design Seis. Force: F, = 2.6 Maximum Wind Pressure: P, = V><Sels(ASDJ = Area/2*F,*p*0.7 = 506 xWlnd = LH*Lw/2*Px *0.6 = V Dix (Above) = V x Total = 506 Wind psf 16.0 psf lbs 778 lbs lbs 778 lbs -0 'Resisting Moment DL Is reduced by 0.6-0.!4*5os for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Page 11 of 16 08/13/19 Lateral Design Upper Level Seis. Area (ft2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = '-w = Dist to Adj Gridline (ft) = Shear Above: Line= v_,. (Seis/Wind) = 0/o,-rib. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall DLDlst. (psf) = Resis. Dl.o;s1. (plf) = Resis. D4'oint (lbs) = DLP<>nt Dist (ft) = MomentaT (lb-ft) = 1Momen~st. (lb-ft) = Uplift (lbs) = UpliftAt>ove = Uplift:tiet. = Left Holdown = Right Holdown = Upper Level Seis. Area (ft2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = '-w = Dist to Adj Gridline (ft) = Shear Above: Line = v_,. (Seis/Wind) = 0/o,-nb. of Load = VxAbv.Tnb. (Seis/Wind) = E-W Line: 2622 27 Parallel Left Right I 9.o I 50.0 - -- w, 11 Seis. I Wind 2371 2160 16 350 18970 17280 14204 17351 454 -7 N/A N/A E-W Line: 2622 23 Perpendicular Left Right I 9.0 I 50.0 - -- so lidforms engi n eerin g 3 p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwoll Tot. (ft) = 11 - --- - Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: Px = V~s(ASOJ = Area/2*Fx*P*0.7 = xWlnd = LH*Lw/2*Px *0.6 = V - r.v, (Above) = Vx Total = Vx/L= Use Shearwall Type= Seis. 2.6 2371 Wind psf 16.0 psf lbs 2160 lbs lbs 2371 2160 lbs 216 196 plf @ Page 12 of 16 08/13/19 with LTP4 clips@ 24 "o.c. 26% W2 I 0 0 -- -- -- -- 8&9 p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwall Tot. (ft) = - -- 0 - - - - - for entire length of grid line 3 W3 W4 Ws I - I 0 0 0 0 ---- ---- ---- ---- Perforated Shearwall Strength Design Seis. Force: F x = Maximum Wind Pressure: Px = V~s(ASOJ = Area/2*Fx*P*0.7 = xWlnd = LH*Lw/2*P, *0.6 = V - r.v, (Above) = V, Total = I 0 - - - - Seis. 2.6 2371 2371 w6 I 0 - - - - Wind psf 16.0 psf lbs 2160 lbs lbs 2160 lbs 0 0 - - - - See Perforated Shearwall Cales on Following Pages 'Resisting Moment DL Is reduced by 0.6-0.14*S,,. for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level Seis. Area (ft') = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line= VxAtx,,e (Seis/Wind) = o/orr;b. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlo;st. (plf) = Resis. Dlp01nt (lbs) = Dli,,,;nt Dist (ft) = MomentoT (lb-ft) = 1Momen4'es1st (lb-ft) = Uplift (lbs) = UpliftAbove = Uplif4iet. = Left Holdown = Right Holdown = Upper Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAtx,,e (Seis/Wind) = %Tr1b. of Load = VxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL01st. (psf) = Resis. Dlo;st (plf) = Resis. D~int (lbs) = D~int Dist (ft) = MomentoT (lb-ft) = 1Momen4'estst. (lb-ft) = Uplift (lbs) = UpliftAtx,,e = Uplif4iet. = Left Holdown = Right Holdown = E-W Line: 150 5 Parallel Left Right I 4.0 I 9.0 - -- W1 2.5 Seis. I Wind 136 173 16 1085 1382 196 240 444 571 N/A N/A N-5 Line: 200 8 Parallel Left Right I 9.o I 20.0 - -- W1 7 Seis. I Wind 181 864 16 77 300 3 1447 6912 2909 3554 -225 517 N/A N/A solidforms Page 13 of 16 08/13/19 eng in ee rin g 4 p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 2.5 - -- W2 I 0 0 -- -- -- -- E p = 1.0 Sos= 0.777 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 7 - -- W2 I 0 0 -- -- -- -- - 0 - - - - - 0 - - - - - Shearwall Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = vxSeis(ASO) = Area/2*Fx*P*0.7 = xWincl = LH*Lw/2*Px*0.6 = V r>lx (Above) = Seis. 2.6 136 Wind psf 16.0 psf lbs 173 lbs lbs Vx Total = 136 173 lbs plf 3.5:1 = (h/2L)* Vx/L = 87 69 -@ Use Shearwall Type= with LTP4 clips @ 48 "o.c. 21% for entire length of grid line 4 W3 W4 Ws I I I 0 0 0 0 ---- ---- ---- ---- Shearwall Strength Design Seis. Force: Fx = - Maximum Wind Pressure: Px = Vx5e1s(ASOJ = Area/2*Fx*p*0.7 = xWincl = LH*Lw/2*Px*0.6 = V - 'F.Vx (Above) = Yx Total = VJ L = Use Shearwall Type= 0 - - - - Seis. 2.6 181 W5 I 0 - - - - Wind psf 16.0 psf lbs 864 lbs lbs 181 864 lbs 26 123 plf @ 0 - - - - with LTP4 clips@ 48 "o.c. 64% for entire length of grid line E W3 W4 Ws W5 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Perforated Shear Wall Analysis solidforms eng i neer i ng Page 14 of 16 08/13/19 Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. Grid Line: Upper Level J Force: Wind = 1210 lbs Sos = 0.777333 Uniformly Distributed Resisting DL = 100 plf Wall Dimensions (ft) W1 Window 2.5 Hl = 1 ............................... H2 = 1 ............................... H3 = 6 Max Shear= Overturning Moment = 1Resist. Overturning Moment = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = W2 5 10 ft 242 plf 9677 lbs*ft 3000 lbs*ft 668 lbs 454 lbs 328 lbs W3 2.5 I Holdown Per Plan CS16 Strap CS16 Strap 8 ft 27% 19% 'Resisting Moment DL Is reduced by 0.6-0.14*Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Gov. Grid Line: Upper Level A Force: Seismic = Sos= 0.777333 Uniformly Distributed Resisting DL = Wall Dimensions (ft) W1 W2 W3 Window 3.5 2 3.5 Hl = 1 ............................... H2 = 3 ............................... H3 = 4 9 ft Max Shear = 38 plf [> Overturning Moment = 1085 lbs*ft 1Resist. Overturning Force = 696 lbs*ft Resulting Uplift Force = 43 lbs N/A Header Strap Tension = 38 lbs CS16 Strap Sill Strap Tension = 21 lbs CS16 Strap I 136 lbs 35 plf 8 ft 2% 1% 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Vert. Shear Force Above Header I 181 I Header Strap Tension V (lb) =I 151 I I 454 I I 151 V (plf) =I 60 Shear t bove o1enin~ I 181 60 V (lb) =I Horiz. Force @ Openi~ 605 1 605 Shear @ Opening V (plf) =I 242 I I 242 Vert. Shear Force Below Sill T (lb) = I 786 I V (lb) =I 277 Sill rap Teron I 328 1 277 Shear Below Sill V (plf) =I 111 I 131 I 111 Vert. Shear Force T (lb) =I 968 I -968 Vert. Shear Force Above Header I 38 I Header Strap Tension V {lb) =I 30 I I 38 I I 30 V (plf) =I 9 Shear t bove o1eninb=J I 38 9 V {lb) =I Horiz. Force @ Openi~ 68 I 68 Shear @ Opening V (plf) =I 19 I I 19 Vert. Shear Force Below Sill T (lb) = I 83 I V {lb) =I 47 Sill rrap Terion I 21 I 47 Shear Below Sill V (plf) =I 13 I 21 I 13 Vert. Shear Force T (lb) =I 121 I -121 Gov. so lidforms engi n eer ing Grid Line: Upper Level 2 Force: Wind ::: S05 = 0.777333 Uniformly Distributed Resisting DL = 778 lbs 112 plf Wall Dimensions (ft) W1 W2 W3 Window 2 9 2 Hl = 1 H2 = 2 H3 = 5 13 ft ;:::::::::=:::=··············· ............ ======....==========:.'I,. Max Shear= Overturning Moment = 1Resist. Overturning Force = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = 194 plf 6221 lbs*ft 5678 lbs*ft 42 lbs 538 lbs 323 lbs N/A CS16 Strap CS16 Strap 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) 32% 19% Grid Line: Upper Level 8 & 9 Seismic::: Sos= 0.777333 Uniformly Distributed Resisting DL = 1134 lbs plf Wall Dimensions (ft) w, Window 2.5 Hl = 1 ............................... H2 = 5 ·········"'"''""""""'"'"" H3 = 2 Max Shear= Overturning Moment = 1Resist. Overturning Force = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = W2 6.5 11 ft 361 plf 9072 lbs*ft 0 lbs*ft 825 lbs 1173 lbs 754 lbs W3 2 I Holdown Per Plan CS16 Strap CS16 Strap 8 ft 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) 69% 44% Grid Line: Upper Level 8 & 9 Seismic::: Sos= 0.777333 Uniformly Distributed Resisting DL = 1237 lbs plf Wall Dimensions (ft) W1 W2 W3 Window .---=2=.5-----6""'.~5 ____ --'2=·=-5-~ I 8 ft Hl = 1 ............................... H2 = 5 H3 = 2 Max Shear= Overturning Moment = 1Resist. Overturning Force = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = 11.5 ft 377 plf 9897 lbs*ft 0 lbs*ft 861 lbs 1224 lbs 787 lbs Holdown Per Plan CS16 Strap CS16 Strap 'Resisting Moment DL is reduced by 0.6-0.14*Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) 72% 46% Page 15 of 16 08/13/19 Vert. Shear Force Above Header 1 120 1 Header Strap Tension V (lb) =l~(-15-0)~, I 538 ! l~(-15-0)~, ~--Shear Above o1enin~ v (plf) =I (75) ! I 120 . LJm...j .----'-H.:..;oriz. Force @ Openi~ V (lb) =I 389 ! LJ!!LJ ___ Shear @ Opening V (plf) =I 194 I 1,--1-94--, Vert. Shear Force Below Sill T (lb) = I 359 I V (lb) =I 66 Sill !trap TeTion I 323 1 66 Shear Below Sill V (plf) =I 33 I I 72 I I 33 Vert. Shear Force T (lb) =I 479 I I -479 Vert. Shear Force Above Header 1 361 1 .----Header Strap Tensio~n __ ~ V (lb) =I (580) ! I 1173 ! I (631) I Shear Above o1enin~ v (plf) =l,---(2-32_)_,I I 361 . LQillJ __ ..:..H:..;;oriz. Force @ Openi~ V (lb) =I 593 ! L..2iLJ ___ Shear@ Opening ~-~ v (plf) =I 237 ! ! 338 Vert. Shear Force Below Sill T(lb) = I 464 ! Sill rrap TeTion V (lb) =~I -(1_6_1)~, 754 1,--(2_13_)~, Shear Below Sill v (plf) =I (64) I 232 ! I (106) ! ---Vert. Shear Force --- T (lb) =I 825 ! I -825 Vert. Shear Force Above Header I 377 I Header Strap Tension V (lb) =~I (-60-5)~, I 1224 ! ~I -(6-05-)~, ..---.,-,Shear Above o1enin~ v (plf) =I (242) J J 377 . LQillj --...;.H.:..;oriz. Force@ Openi~ V (lb) =I 619 ! ~ .----Shear @ Opening .---- v (plf) =I 247 I I 247 Vert. Shear Force Below Sill T (lb) = I 484 I ---Sill rap TeTion V (lb) =I (168) I 787 ~I _(1_68_)~ Shear Below Sill v (plf) =I (67) I 242 I I (67) I ---Vert. Shear Force --- T (lb) =I 861 I I -861 Foundation Design Distributed Loads solidforms engineeri ng Page 16 of 16 08/13/19 Grid line: 2 q= 1500 psf (Note: All loads are psf and lengths are ft) w= Ext. Wall*Ht. + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load W= 16 * 9.0 + 7 * + 34 * 18.0 /2 + * /2+ * /2+ * /2= 450 plf Gov. Load: D+Lr = 450 plf Use: 12 "Wide x 12 "Deep w/ ( 2 ) #4 Bars T&B Grid line: w= w= 16 * Grid line: w= w= 16 * q= Ext. Wall*Ht. + 7 * q= Ext. Wall*Ht. + 7 * Concentrated Loads Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Pad Ftg: q= D( )+Lr( v'(144* I Use: Loaded: psf (Note: All loads are psf and lengths are ft) + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load + 34 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Wide x "Deep w / ( 2 ) #4 Bars T&B Loaded: psf (Note: All loads are psf and lengths are ft) + Int. Wall*Ht. + R1*Span/2 + R2*Span/2 + F1*Span/2 + F2*Span/2= Total Load + 34 * /2 + * /2+ * /2+ * /2= 0 plf plf Use: "Wide x "Deep w / ( 2 ) #4 Bars T&B Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= "Min. Square Dimension "Sqr. X "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( )= # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= " Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. X "Deep with #4 Bars Ea. Way Loaded: psf )+L( ) + W( ) + E( ) = # Total Load ## # Factored Load )= 11 Min. Square Dimension "Sqr. x "Deep with #4 Bars Ea. Way Loaded: (city of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool .,. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .,. Details on CAP ordinance requirements are available on the city's website . .,. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: BP No. Qb{<. 0\ Ci\ 9'-o? L-f-3 I '2-.Y!-Ji, MO.rl'-Cir. Carlsb:,d, (__g 9'2010 V) (q _ g Cf l{ _ .f:S:::~ Contact Email p,e ,c-r.-'> ~ -\--l @ ~e__'('"'yy--, 1-ti; i >" \J\. 0'"' ;)"' • C. O yY'\ Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ 11 1 Ye~ /{?">· 80 I . I I ' ~esldential (Low-r1s9 High-rise mixed-use building in which at least 20% of its conditioned floor area Is residential use A h'gh rise resident'al building ·s 4 or more stories including a □ New construction 2A, 3A, 1B, 2B, 4A 3B, 4A 'R Additions and alterations: □ BPV < $60,000 N/A N/A All residential additions and alterations :;81" BPV ;e $60,000 39 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only 'Multi-family dwellings only where interior finishes are removed □ BPV ;e $200,000 1A, 4A' 1 B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential □ New construction 18, 2B, 3B, 4B and 5 □ Alterations: □ BPV ;e $200,000 or additions ;e 1,000 1B, 5 square feet □ BPV ;e $1,000,000 18, 2B, 5 Building alterations of ;e 75% existing gross floor area □ ;e 2,000 sq. ft new roof addition 2B, 5 1 B also applies if BPV ;e $200,000 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A. Residential addition or alteration c $60,000 building permit valuation. See CMC section 18.30.190. Year Built Single-family Requirements ~fore1978 Select one: D Duct sealinq 01\ttic insulation D Cool roof D 1978 and later Select one: D Lighting package D Water heating Package D Between 1978 and 1991 D 1992 and later D N/A _________ _ D Exception: Home energy score~ 7 (attach certification) Multi-family Requirements D Attic insulation Select one: D Duct sealinq D Attic insulation D Cool roof Select one: D Lighting package D Water heating package B. D Nonresidential' new construction or alterations c $200,000 building permit valuation, or additions c 1,000 square feel D NIA Updated 8/15/2019 .. 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2-Energy Efficiency. A5.203.1.1 Choose one: D .1 Outdoor lighting D .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply with California Energy Code secbon 140.5, as amended) D .4 Daylight design PAFs D .5 Exhaust air heat recovery D N/A _________ _ AS.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget D N/A AS.211.1" D On-site renewable energy D N/A A5.211.3" D Green power (if offered by local utility provider, 50% minimum renewable sources) D NIA A5.212.1 D Elevators and escalators D NIA AS.213.1 D Steel framing D N/A • Includes hotels/motels and high-rise residential buildings "For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMG 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building penmit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) If projectincludes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc' sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) 'Fomnula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception D D D D kWdc 8. D Nonresidential new construction or alterations ~$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feel Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: □If< 10,000s.f. Enter 5 kWdc Min. System Size: □ lf.e 10,000s.f. calculate: 15 kWdc x (GFA/10,000)" kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use: .. ' ______ x .80= Min. system size: _____ kWdc "'Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. □ For systems serving individual dwelling units choose one: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with all of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater( s) □Solar water heating system with .40 solar savings fraction □ Exception: Updated 8/15/20 I 9 4 •. City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A UResideritial New construction and major alterations' ~e refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. One and two-family residential dwelling or townhouse with attached garage: )1{Qne EVSE Ready parking space required □ Exception : □ Multi-family residential □ Exception · Total Parking Spaces EVSE Spaces Proposed Capable Ready Installed Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pem,it valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) □ Exception · Total Parking Spaces EVSE Spaces Proposed Capable Ready Installed I Total I Calculation· Refer to the table below· Total Numberof ParkinQ Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to detenmine whether or nor your penmit requires a TOM plan. If TOM is applicable to your penmit, staff will contact the applicant to develop a site-specific TOM plan based on the penmit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all), 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT , Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): ___________________ _ Phone Number: _____ _ Email Address ___________________ _ Updated 8/15/2019 6