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HomeMy WebLinkAbout1222 MARIPOSA RD; ; PC2020-0032; PermitPERMIT REPORT Print Date: 07/30/2021 Job Address: Permit Type: Parcel#: Valuation: 1222 MARIPOSA RD, BLDG-Plan Check 2122210300 $0.00 Occupancy Group: #of Dwelling Units: 2 Bedrooms: 4 Bathrooms: 2.0 Project Title: Plan Check Permit CARLSBAD, CA 92011-4206 Work Class: Residential Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: (city of Carlsbad Permit No: PC2020-0032 Status: Closed -Finaled Applied: 08/25/2020 Issued: 11/04/2020 Fina led Close Out: 06/25/2021 Inspector: Final Inspection: Description: GARCIA: 164 SF LIVING ADDITION// 1711 SF REMODEL// 232 SF ATTACHED ADU// 357 SF DETACHED CABANA Applicant: ANNE PARIZEAU 5304 ONTARIO ST OCEANSIDE, CA 92056-1810 (760) 201-3347 FEE MANUAL BLDG PLAN CHECK FEE Total Fees: $300.00 Building Division Property Owner: STEVE AND LAURA GARCIA 1222 MARIPOSA RD CARLSBAD, CA 92011-4206 (623) 570-7543 Total Payments To Date: $300.00 Contractor: BOONSTRA CONSTRUCTION INC 3720 OCEANIC WAY, # STE 203 OCEANSIDE, CA 92056-2653 (619) 618-5574 AMOUNT $300.00 Balance Due: $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov {'city of Carlsbad ,~ RESIDENTIAL BUILDING PERMIT APPLICATION B-1 ~J Plan Check PC2ui-o-w3 2- Est. Value .B ·1..o i, 10 ( PC Deposit _--->1,,t/,c.:,3::..::0;.. 1 L.:;..')..._ ... .;,;.O.CJ,,·D_,___ Date 8 ·-25 -2D2P Job Address_u.::,..:;;:..:::::::;...-4.:....y~..J...t.~_..;~-L_.;.._Suite: ___ _,APN: -1, i 1,, 2-, Z f CT/Project #: _______________ ,Lot #: ____ Vear Built: __,;V!J;;..· _o_...;Z.. ____ _ Fire Sprinklers: 0 YES t& NO Air Conditioning: ,r> YES O NO Electrical Panel Upgrade:, YE~ BRIEF DESCRIPTION OF WORK: .1 n (' AM l tpLj S.\i :11> .q, Sll;!Jk ki111 ~~ l/fS1~f l~rcro~J .f·h\Lt( 'Hfllt lf>7S' ~;\'.) MtJ. o.ib.d'5¾i 1,, 2 Z , U ' J ti: c W 3 I) -s t ,ott;\ t2] Addition/New: ?fl G _Living SF, ___ Deck SF, ___ Patio SF, ___ Garage SF !sthis to create an Accessory Dwelling Unit? ~ Y ON New Fireplace 7 1'4-Y ON , if yes how many? -=i=. ~Remodel: } rJ 11 SF of affected area Is the area a conversion or change of use 7 Ov (¢ N D Pool/Spa: ____ SF Additional Gas or Electrical Features? __________ _ osolar: ___ KW, ___ Modules, Mounted:0Roof 0Ground, Tilt: 0 vO N, RMA: Ov ON, Battery:OY ON, Panel Upgrade: Ov ON D Reroof:. _______________________________ _ D Plumbing/Mechanical/Electrical Only: ______________________ _ D Other: This permit Is to be Issued In the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the App/fcant below will be the main point of contact throughout the permit process. □ PROPERTY OWNERS AUTHORIZED AGENT APPLICANT ';£1 Name:~~~+.J.~:¥.1..1~~~:..i..:::i.:;.J,..--,,--Name:. _________________ _ Addres,s:._,_~..,_""""'..-.1.....1=~~-._-.1-.:~-Address: ________________ _ City Clty:. _________ S.tate: __ Zlp: ___ _ Phone: --,'""'-i.::..."'--~....--'""---...JL...."----1.""'-----Phone: ________________ _ Email: .c.1 , lf},'\. Email: ------------------ APPLICANT i&?J CONTRACTOR OF RECORD ,e,D . APPLICANT 0 Name,~~s~m,1 ~- Addres~ & :c c5ui}J03 City: ~~s.j De State: CJr: Zip: 92D5i(o Phone: :/yo 3C:F5 · 36':He Email: Cullen @ be;, C00'.51ruciJ9,, State license/class: S Bus. license: t4i) 3:f 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602·8S58 Email: BuJlding@carlsbadca.gov REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A~: LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am llcensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my /lcense Is in full force and effect. I also affirm under penalty of perjury one of the following declarations: Qt have and will maintain a certificate of 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. Polley No .. _____________________________________ _ (1JJ have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for ~hr~~rformj(lce of the work for ~hich this permit I~ My workers' .P.!Pensatlon Insurance carrier and policy number are: Insurance Company Name: ~'.fg,ft...:: <;Orntl,o/1='1~ $ • ~ Polley No. ~(plp4l 2.. -1Q Expiration Date: __ J-"-l..L-,...::2..::;~""-'-+-'2-0ZJ,.._:;.:::::.-=:,. ______ _ 0 Certificate of Exemption: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to crlmlnal penalties and ell/II 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. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction fending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Civil Code). Lender's Name: lender's Address:----,---------------- f {'Jf) CONTRACTOR PRINT /SIGN:_i:'h#:~L./J./M7!~M:~'.!!'ll~l'tl~,,..-.A4~(JC...~~j:~~~:::=::S=!.....-DATE: __ 11 {2i..,;,_,0,...z.c.....,.Z-o __ (OPTION B): OWNER-BUILDER DECLARATION; I hereby affirm that I am exempt from Contractor's License Law for the following reason: Qt, 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 th.at he did not build or Improve for the purpose of sale). DI, 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). 01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of Identification attached. 0 Owners "Authorl1ed Aaent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's beho/f. Proof of Identification attached. By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the Improvements covered by this permit, I cannot legally sell a nructure that I have built as an owner-builder If It has not been constructed In Its entirety by licensed contractors. I understand that o copy of the app/lcab/e law, Section 7044 of the Business and Professions Code, Is avollable upon request when this appl/carlon Is submitted or at the fol/owing Web site: http://www.leglnfo.ca.gov/ca/aw.html. OWNER PRINT/SIGN:, ___________________ DATE: _____ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State af California Licensed Contractor or authorized to act on the property owner or contractor's behalf 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 lows relating to building construct/an. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for Inspection purposes./ ALSO A6REE ro SAVl;. INDEMNIFY AND KEEP HARMLESS THE GTY 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 aver 5'0' deep and demolition or construction of structures over 3 stories In height. APPLICANT PRINT/SIGN:,_-E2;===' ==21=---f7.~~__:;;;~~.,:=;;;__------DATE: 8-Zffl ~ 2/J 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax; 760-602-8558 Email: 8ullding@carlsbadca.gov 2 REV. 08/20 ✓• EsG1I A S/1.F[tluilt Company DATE: 10/2/2020 JURISDICTION: Carlsbad nLPPLICANT ¥JURIS PLAN CHECK#.: PC2020-0032 PROJECT ADDRESS: 1222 Mariposa Rd. SET: II PROJECT NAME: Remodel, Addition and New ADU for Garcia Residence □ □ □ □ □ l8J □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. 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: Telephone#: Date contacted:ft) (2-lz.o (by5,r1) Email: Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno EsGil 9/24/2020 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DATE: 9/10/2020 JURISDICTION: Carlsbad ✓• EsG1I A SAFEbuilfCompany PLAN CHECK#.: PC2020-0032 PROJECT ADDRESS: 1222 Mariposa Rd. SET: I □ APPLICANT □ JURIS. PROJECT NAME: Remodel, Addition and New ADU for Garcia Residence 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. J:8l 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. J:8l The applicant's copy of the check list has been sent to: Steve Garcia D EsGil staff did not advise the applicant that the plan check has been completed. J:8l EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Steve Garcia Telephone#: 623-570-7543 Date contacted: (by: ) Email: steveandlaura2011@gmail.com Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno EsGil Enclosures: 9/1/2020 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad PC2020-0032 9/10/2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: PC2020-0032 JURISDICTION: Carlsbad PROJECT ADDRESS: 1222 Mariposa Rd. FLOOR AREA: Remodel: 1711 SF Addition: 164 SF ADU: 232 SF Cabana: 357 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 9/10/2020 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: 12-ft (CRC) DATE PLANS RECEIVED BY ESGIL CORPORATION: 9/1/2020 PLAN REVIEWER: Richard Moreno This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I 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 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. 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 2019 California 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 PC2020-0032 9/10/2020 PLANS 1. The following note should be given with each correction list: 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 ffiQ, 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. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 3. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 4. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). 5. The installation of smoke alarms and smoke detectors shall comply with the following requirements: a) Smoke alarms and smoke detectors shall not be located where ambient conditions, including humidity and temperature, are outside the limits specified by the manufacturer's published instructions. b) Ionization smoke alarms with an alarm-silencing switch or Photoelectric smoke alarms shall be permitted to be installed 10 feet or greater from a permanently installed cooking appliance. Carlsbad PC2020-0032 9/10/2020 c) Photoelectric smoke alarms shall be permitted to be installed greater than 6 feet from a permanently installed cooking appliance where the kitchen or cooking area and adjacent spaces have no clear interior partitions and the 10 ft distances would prohibit the placement of a smoke alarm or smoke detector required by other sections of the code. Smoke alarms listed for use in close proximity to a permanently installed cooking appliance. d) Smoke alarms shall be installed not less than a 3 foot horizontal distance from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by other sections of the code. 6. There shall be a landing or floor on each side of each exterior door. The width of each landing shall be not less than the door served. Every landing shall have a dimension of not less than 36 inches measured in the direction of travel. The slope at exterior landings shall not exceed ¼ unit vertical in 12 units horizontal (2 percent). Landing shall be not more than 7-3/4 inches below the top of the threshold. R311.3. STRUCTURAL 7. Show truss hangers on 18/S-5. 8. Provide positive connection or load transferring mechanism for cripple wall to shear wall below for detail 21/S-5. 9. Detail 25/SsS slates "roof sheathing per architect" I could not locate where T&G was noted on any of the plan sheets. same for 23 and 24. 10. Specify nail size and spacing for T&G roof diaphragms on the plans. Table R602.3(1). Specify board thickness, grade and panel span rating. Table R503.2.1 ( 1) 11. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107 .3.4.1. MECHANICAL 12. Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. 13. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.10. Plans did not specify existing mechanical unit size to maintain temperatures. ----------------··-····-···•----- Carlsbad PC2020-0032 9/10/2020 14. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. ELECTRICAL 15. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 16. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. 17. A receptacle outlet must be installed in every kitchen, family room, dining room, living room, sunroom, parlor, library, den, bedroom, recreation room, and similar room or area so that no point along the wall space is more than 6 feet, measured horizontally along the floor line, from a receptacle outlet CEC 210.52(A) 18. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 and 550.13.(i.e. all receptacles in a dwelling). b) Weather resistant type for receptacles installed in damp or wet locations (outside). 406.4(0)(6). 19. Service panels and sub panels may not.be installed in bathrooms CEC240.24(E). 20. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. PLUMBING 21. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". 22. The fuel-fired water heater is shown installed in a bedroom/bathroom. Detail compliance with CPC 504.1: 1) A direct vent style of water heater or 2) Specify it is to be installed in a sealed enclosure with a listed, gasketed, self-closing, and latchable door with a threshold. Carlsbad PC2020-0032 9/10/2020 23. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408, 409,410. RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. 24. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. 25. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RA TE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm @ 80 psi Lavatory faucets 1.2 gpm @ 60 psi1 Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.20 gallons per cycle 1. Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. 26. Note on the plans that landscape irrigation water use shall have weather or soil-based controllers. CGC Section 4.304.1. 27. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. 28. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2 . . ··---·----------------··-.,·-·-··----- Carlsbad PC2020-0032 9/10/2020 29. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. 30. 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. 31. 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. 32. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. 33. 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. 34. 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. 35. 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. a) Complete a Residential Occupancies Application Checklist that includes the minimum criteria. It is available at: https://www.hcd.ca.gov/building- standards/calgreen/cal-green-forms.shtml ENERGY CONSERVATION 36. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. b) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. c) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) Carlsbad PC2020-0032 9/10/2020 d) A 120-volt receptacle accessible to the heater installed within 3'. 37. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 38. All domestic hot water piping to have the following minimum insulation installed: ½" pipe (1/2" insulation);¾" pipe (1" insulation); 1" to 1-½" pipe (1-½" insulation). CPC 609.11 & ES 150.00) a) Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.00) Residential Energy Lighting Requirements: ES 150.0(k) 39. All installed luminaires shall be high-efficacy in accordance with ES TABLE 150.0-A. a) Luminaries must have a label certified for airtight construction. b) Light sources that are not marked "JAB-2019-E" shall not be installed in enclosed luminaires. ES 150.0(k) 40. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 41. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). 42. 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) 43. 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 44. 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. 45. 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". 46. 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 PC2020-0032 9/10/2020 a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum 1 "Sone" (continuous use) or 3 "Sone" (intermittent). Mandatory Mechanical design requirements: ES 150.0 47. Mechanical system sizing from ASH RAE, SMACNA, or ACCA. See ES 150.0(h) 1 for information. 48. Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least (5) feet from the outlet of any dryer exhaust duct termination. CITY REQUIREMENTS 49. Carlsbad will permit combustible (ABS & PVC) waste piping materials in R3 (SFD, duplexes, and townhouses) occupancies, regardless of number of stories. Carlsbad recognizes the City of San Diego's Policy PLMB-7-1. This does not include other-than-R3 occupancies. 50. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 51. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy 84-35. 52. All new buildings that will use recycled water for irrigation require the following note on the plan check list: 53. No wiring is permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. (City Policy For the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply Equipment) ready space" shall be installed: • New one-and two-family dwellings • Townhouse style with attached garages Carlsbad PC2020-0032 9/10/2020 • Major residential renovations (defined as renovations/additions having a valuation of $60,000 or more) • Any project with an electrical service upgrade (including upgrades for PV installation) The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations that do not include an electrical upgrade do not require the panel capability or the 40A breaker. Check with the City for complete information. 54. If CalGreen requires a Waste Management Plan from the City 55. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement" found at the end of this list. MISCELLANEOUS 56. To speed up the review process, note on this list (or a copy) where each correction item has.been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 57. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 58. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno at EsGil. Thank you. ----------------------------------- .... Carlsbad PC2020-0032 9/10/2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Richard Moreno BUILDING ADDRESS: 1222 Mariposa Rd. PLAN CHECK#.: PC2020-0032 DATE: 9/10/2020 BUILDING PORTION Remodel adcltion ADU Cabana NrCond Fire Sorinklera TI>TALVAUJE Jurlsdictloo Code cb 1997 USC Building Permit Fee I 1\1 lill: 1997 USC Plan Check Fee I t\l .$-ill:, TypeofRllvillw: D Repl!lltive Fee -----;-Repeats AREA (Sq. A.} 1711 164 232 357 •l ' "' ' __ j Vabltion Rag. VALUE Mu-.,iler Mod. By Ordinance □ Structural Only 1-------11Hr.@ • Comments: In addition to the above fee, an additional fee of$ $ /hr.) for the CalGreen review. ($} 201.106 201,106 $642.301 is due ( hour@ Sheet 1 of 1 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Garcia Residence 1222 Mariposa Rd, Carlsbad, CA 92011 07-30-2020 : Project # 20-175 Table of Contents Design Criteria & Loads .................................................. 1 Gravity Analysis & Design .............................................. 2-7 Lateral Analysis & Design .............................................. 8-18 Foundation Analysis & Design ..................................... 19 'Pc. "202.o . oo-n (:6R lot:o•to Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Desifl.n Loads Load 1 DL teoncrete Tile Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 [ solidforms engi neering 2018 IBC/2019 CBC -ASCE / SEI 7-16 ACI 318-14 [f'c = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-f'm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [f'c = 1800 psi Type S] ASTM C476 [f'c = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM A500, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM A500, 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 Inspection. NDS-15 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = esf Load 2 10.0 (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 D~all 1.5 2x4 Studs @ 16110.c. 3.5 Misc. 1.5 Other 2.5 Total Load 1.0 0.0 20 20 16"o.c. 40 Drywall Insulation Misc. Load4 Other Total Load Ext. Wall 2 Page 1 of-,9 07/30/20 ' esf 5.0 1.0 1.0 7 sf 00 1.0 2.5 1.5 1.0 16 solidforms engineering Descri tion: ROOF GRAVITY (HDR.) " Page 2 of 19 07/30/20 Wood Beam Design : RH-1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx Fb -Tension Fb-Compr Applied Loads 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 4.0 ft Point: D = 1.80, Lr= 1.70 k@ 3.50 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : 0.301 ; 1 402.99 psi at 1,338.77 psi +D+Lr+H 0.133 : 1 29.87 psi at 225.00 psi +D+Lr+H 3.493 ft in Span # 1 0.000 ft in Span# 1 1600 ksi 580ksi Density 31.21 pcf Load Comb : Max Reactions (k) Left Support Right Support 12 J. Lr 0.37 1.65 E li ax e ect1ons Transient Downward 0.005 in Total Downward 0.011 in 4439 >240 0.40 1.75 Ratio 9170 >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: Calculatlons per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced 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 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 15.50 ft Design summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : 0.909; 1 1,206.01 psi at 1,326.09 psi +D+Lr+H 4.000 ft in Span # 1 0.000 ft in Span # 1 • 8.0 ft 1600 ksi 580 ksi Density 31.21 pcf Load Comb: Max Reactions (k) Left Support Right Support 0.420: 1 94.51 psi at 225.00 psi +D+Lr+H 12 J. Lr 1.24 1.24 'ti. E ti 0.078 in Total Downward 0.157 in 610 >240 1.27 Ratio 1234 >360 Ratio 1.27 LC: Lr Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio · LC: I •· LC: +D+Lr+H 0.000 in 9999 LC: • solidforms engineeri ng !'H Page 3 of,19 07/30/20 Wood Beam Design : RH-3 BEAM Size : Wood Species : 3.5x9.25, Parallam PSL, Fully Unbrac~d 1 ' ' ' Using Allowable Stress Design witn ASCE 7-16 Load Combinations, Major Axis Bending Trus Joist Wood Grade : Parallam PSL 2.0E Calculatlona per NDS 2018, IBC 2018, CBC 2019, ASCE 7-18 Fb -Tension Fb-Compr 2900 psi Fe -Pr11 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Ap_plied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 2.0 ft Unif Load: D = 0.0160 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : 0.196; 1 493.93 psi at 6.000 ft in Span# 1 2,521 .13 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+H 0.106: 1 27.71 psi at 11.240 ft in Span# 1 261.00 psi +D+H .Q l. 0.68 0.68 Lr 0.24 0.24 E 'Wood Beam Design: :RR:'4 BEAM Size : ~ J:j 12.0 ft 0.041 in Total Downward 0.157 in 919 >240 Ratio 3543 >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: .. _Calculatlona per ~~S,2018, •~c 2018, CBC 2019, ASCE 7-18 4x6, Sawn, Fully Unbraced 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 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.020, Lr= 0.020 k/ft, Trib= 15.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : 0.317; 1 462.22 psi at 1,457.04 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions {k) Left Support Right Support 0.220: 1 49.43 psi at 225.00 psi +D+Lr+H .Q l. 0.46 0.46 Lr 0.45 0.45 1.500 ft in Span # 1 2.550 ft in Span # 1 'ii. E J:j • • 3.0 ft Max Deflections Transient Downward 0.007 in Total Downward 0.014 in 2524 >240 Ratio 5085 >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: solidforms eng i neering Wood Beam Design : RH-5 Page 4 of 19 0 7/30/20 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced 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 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580 ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.02020 k/ft, Trib= 5.50 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.492; 1 709.48 psi at 1,442.33 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.203: 1 45.72 psi at 225.00 psi +D+Lr+H 0. I. 0.46 0.46 l.r 0.44 0.44 4.000 ft in Span # 1 0.000 ft in Span# 1 'Ii. f ~ 4x8 Jj 8 .0 ft ax e actions Transient Downward 0.058 in Total Downward 0.118 in 813 >240 Ratio 1658 >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: t H d Description: ROOF GRAVITY (BEAMS) 'Wood Beam Design : j RB-1 ""' " BEAM Size: solidforms engineering Page 5 of. 19 07/30/20 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-18 4x14, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb -Compr 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx 1,600.0 ksi 580.0ksi Density 31.210 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 5.50 ft Design summary Max fb/Fb Ratio = lb: Actual : Fb : Allowable : 0.839 · 1 1,416.04 psf at 10.250 ft in Span# 1 1,687.50 psi Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H 0.321: 1 68.13 psi at 0.000 ft in Span # 1 212.50 psi +D+Lr+H Q_ I. 1.23 1.23 Lr 1.13 1.13 '1f.. E iwood Beam Design : RB-2 l:i ax e actions Transient Downward Ratio 4x14 20.50 ft 0.405 in Total Downward 607 >360 Ratio 0.847 in 290 >240 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: '™ =em ma= ww J Cal«:,!;l,lat ona per NOS 201~, IBC ~018, CBC 201!: ASCE 7-18~ L-""B~E="=A'-"M7'=S+'iz=e=:=--c6:?;-'!r~2··, ~s-""'aw"'"""n-, ~F~u""'i1~y-:::B-ra~c-e_d,...,....._~=="-'-'-'---"'"""""---'-'~=-:,.;.;,..=.....:.~=-----.;....=-.......c..-c. ......... .-.. ........... =~ Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension Fb -Compr 1350 psi Fe -Prtl 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 5.50 ft Design Summary Max fb/Fb Ratio = lb : Actual: 0.555; 1 936.92 psi at 1,687.50 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.211 : 1 44.89 psi at 212.50 psi +D+Lr+H Q_ I. 1.11 1.11 Lr 0.99 0.99 9.000 ft in Span # 1 0.000 ft in Span# 1 '1f.. E l:i 6x12 18.0 ft Max Deflections Transient Downward Ratio 0.234in 922>360 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1600 ksi 580 ksi Density 31.21 pcf Total Downward Ratio 0.498 in 434 >240 Total Upward Ratio LC: +D+Lr+H 0.000 In 9999 LC: solidforms engineering Page 6 of 19 07/30/20 Wood Beam Design : RB-3 Calculatlons per NDS 2018, IBC 2018, CBC 2019, ASCE 7-18 BEAM Size : 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx Fb -Tension Fb -Compr Applied Loads 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = lb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.562 · 1 947.86 psf at 10.500 ft in Span# 1 1,687.50 psi +D+Lr+H 0.186 : 1 39.51 psi at 20.090 ft in Span# 1 212.50 psi +D+Lr+H 1600 ksi 580ksi Density 31.21 pcf Max Reactions (k) Left Support Right Support Q J. l.r 0.84 0.84 .E l:i ax De ect1ons Transient Downward 0.316in Total Downward 0.685 in 367 >240 0.98 Ratio 798 >360 Ratio 0.98 LC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : RB-4 Calculatlons pet ND$ 2018, IBC 2018, CBC 2019, ASCE 7-18 BEAM Size: 6x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb -Compr Applied Loads 1350 psi Fe -Prtl 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend • xx Beam self weight calculated and added to loads Unit Load: D = 0.020, Lr= 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = lb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 0.413 · 1 696.39 psf at 1,687.50 psi +D+Lr+H 0.157: 1 33.37 psi at 212.50 psi +D+Lr+H [2 J. 9.000 ft in Span # 1 r 0.000 ft in Span# 1 'Ji. .E l:i 6x12 18.0 fl 0.170 in 1600ksi 580ksi Density Total Downward 31.21 pcf Max Reactions (k) Left Support Right Support 0.84 l.r 0.72 0.72 ax e ect1ons Transient Downward Ratio 1268 >360 Ratio 0.370 in 584 >240 LC: +D+Lr+H 0.84 Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Upward Ratio 0.000 in 9999 LC: solidforms engineering %Gi\/.J.fl ' Wood Beam Design : RB-5 Page 7 of 19 07/30/20 Calculatlona per NOS 2018, IBC 2018, CBC 2019, ASCE Me BEAM Size : 6x12, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb -Compr Applied Loads 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Beam self weight calculated and added to loads Point: D = 1.30, Lr= 1.20 k@ 6.0 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : 0.462; 1 766.82 psi at 6.000 ft in Span # 1 1,660.67 psi +D+Lr+H 0.147 : 1 31.30psi at 11.080 ft inSpan#1 212.50 psi +D+Lr+H 1600 ksi 580 ksi Density 31.21 pcf Max Reactions Left Support Right Support (k) Q. J. l.r 0.60 0.60 f 1:1 ax e actions Transient Downward 0.067 in Total Downward 0.146 in 986 >240 0.73 0.73 1 Wood Beam Design : "RB-6 " = Ratio 2140 >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: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-18 BEAM Size : 6x14, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Fb-Tenslon Fb-Compr Applied Loads 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Beam self weight calculated and added to loads Point: D = 0.90, Lr = 0.80 k @ 5.250 ft Point: D = 1.30, Lr= 1.20 k @ 5.250 ft Point: D = 1.20, Lr= 1.0 k @ 8.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 1,070~2:t~i 1at 1,656.62 psi +D+Lr+H 0.349: 1 74.25 psi at 212.50 psi +D+Lr+H 5.243 ft in Span # 1 9.900 ft in Span # 1 1600 ksl 580 ksi Density 31.21 pcf Max Reactions (k) Left Support Right Support Q. J. l.r 1.32 1.68 f 1:1 0.073 in Total Downward 0.158 In 835 >240 1.57 2.01 Ratio 1810 >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 engineering Page 8 of 19 07/30/20 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude; 33.12 (12.8-2) V=C5W Cs; Sos*I/R Longitude; -117.30 Site Class; D Occupancy; II Table 1.5-1 (12.8-3) for T~TL: 501 *1/(RT) Where: Cs max. ; for T>TL: S01*T L *I/{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<0.6:0.04450sl:i!:O.Ol Where: Cs min. ; (12.8-6) for s,~0.6: 0.551*1/R Ss; 1.053 Section 11.4.1 51; 0.380 Section 11.4.1 DL Area Len. Fa; 1.200 Table 11.4-1 Material (psf) {ft'} (ft) Fv; 1.920 Table 11.4-2 Load 1 20 2740 SMs; Ss*Fa; 1.264 (11.4-1) SM1; S1*Fv; 0.730 (11.4-2) ... -(lJ Cl) a.> a. Cl) Ext. Wall 1 16 286 ::> _J Sos ; 2/3*5Ms ; 0.842 (11.4-3) Int. Wall 7 150 501 ; 2/3*SM1 ; 0.486 (11.4-4) 2740 All other structural systems Table 12.8-2 Ct; 0.02 Table 12.8-2 X; 0.75 Table 12.8-2 TL; 8 Figure 22-15 Ta ; Ct*hn" ; 0.121 (12.8-7) T; Ta; 0.121 Section 12.8.2 hn; 11.0 Section 12.8.2.l Cs ; 0.130 Section 12.8.l.l k; 1 Section 12.8.3 Cd; 4 Table 12.2-1 t:,.a; hsx * 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) Level w. hx h/ w.h/ f x fx (psf) % p 6xe allow. Upper Level 82.9 11.0 11.0 912 10.7 3.9 100% Yes 0.825 82.9 912 11 4 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level w. IWx Fx IFx Fex Fpx (ASD) Where: Roof 82.9 82.9 10.7 10.7 14.0 9.8 Fm1n. ; 0.21SosWx Fmax. ; 0.41SosWx 82.9 10.7 ; ; ; Ht. (ft) 10 10 0.130 0.619 Max. 0.037 Min. w (kips) 54.8 22.9 5.3 82.9 Where: 6xe allow. ; ~ *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) Wind Design solid forms engineering Page 9 of 19 07/30/20 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy= Iw1nd = Basic Wind Speed (mph)= Exposure Category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = >,.= 9= AKztl = 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 35.0 Transverse 65.0 Longitudinal 4: 12 10.0 15.8 12.9 1 Figure 28.6-1 18.4 1.0 10. 3 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = AKztlp530 (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. Vert. Press. Overhangs (psf) A B C D E F G H ECH GCH Transverse 25.8 -7.3 17.2 -4.1 -23.1 -15.7 -16.0 -12.0 -32.3 -25.3 Longitudinal 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 tIIIIIIIIII!!!!!!!!} Transverse Zone Ps Area Force (k) Total (k) Vfflleal A 25.8 103 2.7 i---------........ ------------------·1 B 0.0 60 0.0 12.1 i --------r Rid~ C 17.2 547 9.4 Eeve helg D 0.0 319 0 height Min. 16.0 1029 16.5 16.5 Width, W • Wind pNMlsur•• .,. In paf E -23.1 181 -4.2 "9ec.mae wind pr-.» iia I•• then zero (0}, UH O for design. F -15.7 181 -2.8 -33.8 G -16.0 957 -15.3 Transverse Governing Design Force: 16.5 kips H -12.0 957 -11.5 Transverse Tributary Area: 1029 ft2 Min. -16.0 2275 -36.4 -36.4 Transverse Governing Design Pressure: 16.0 psf Longitudinal tIIIIIIIII}ifiififfft Zone Ps Area Force (k) Total (k) Vertk:el A 19.2 121 2.3 ~ 1 Lffnff&#/d/#lhVMH&M#/#1~ + B 6.5 C 12.7 331 4.2 D Min. 16.0 452 7.2 7.2 U2· L/2· Wind pn,sau,9• -In pst E -23.1 336 -7.8 F -13.1 336 -4.4 -33.1 G -16.0 802 -12.8 Longitudinal Governing Design Force: 7.2 kips H -10.1 802 -8.1 Longitudinal Tributary Area: 452 ft2 Min. -16.0 2275 -36.4 -36.4 Longitudinal Governing Design Pressure: 16.0 psf Lateral Design Upper Level N-S Line: Seis. Area (ft:2) = 300 Shear Line Len.rot. (ft) = 10 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right 1+i = Vert.Trib Height (ft) = 9.0 t.._., = Dist to Adj Gridllne (ft) = I 25.0 Shear Above: Line= - vr.NxJve (Sels/Wind) = -- %rnb. of Load = vxAbv,Trlb. (Seis/Wind) = Wood Shearwalls = W1 Length= 4 Load Type= Seis. Wind Shear Load (lbs) = 412 1080 Wall DLo1st. (psf) = 16 0, Resls. Dlo1st. (plf) = C ·e Resis. D4oint (lbs) = € QJ DLPolnt Dist (ft) = ~ Momentar (lb-ft) = 4119 10800 IMomentRes1st. (lb-ft) = 617 768 Uplift (lbs) = 1000 2866 Upli~bove = Upli~et. = 1000 2866 Left Holdown = Per Plan Right Holdown = Per Plan u~ r Level N-S Line: Sels. Area (ft:2) = 1100 Shear Line Len.rot. (ft) = 10 Wind Relative to Ridge = Perpendicular Wind Lengths: Left Right 1+i = Vert.Trib Height (ft) = 9.0 t.._., = Dist to Adj Gridline (ft) = Shear Above: Line= VxNxive (Seis/Wind) = %rrtb. of Load = vxAbv.rrtb. (Seis/Wlnd) = Wood Shearwalls = W1 Length= 10 Load Type= Seis. Wind Shear Load (lbs) = 1510 1814 Wall Dlo1st. (psf) = 7 Cl Resis. Dlo1s1. (plf) = C ·e Resis. D~1nt (lbs) = € 6 D4oint Dist (ft) = Momentor (lb-ft) = 15102 18144 1Momen~es1s1. (lb-ft) = 1687 2100 Uplift (lbs) = 1412 1689 Upli~ve = I Upll~et. = 1412 1689 Left Holdown = Per Plan Right Holdown = Per Plan solidforms Page 10 of 19 07/30/20 engineering A p = 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 4 - --- W2 0 0 0 B p= 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 10 W2 0 0 0 - Shearwall Seis. Strength Design Seis. Force: Fx = 3.9 Maximum Wind Pressure: Px = V.se1s(ASD) = Area/2*F.*p*0.7 = 412 xWJnd = LH*Lw/2*Px *0.6 = V "i.Vx (Above) = Wind psf 16.0 psf lbs 1080 lbs lbs Vxrot.al = 412 1080 lbs 3.5: 1 = (h/2L)* Vx/L = 129 270 plf - ·'" @ Use Shearwall Type= with LTP4 clips@ 48 "o.c. 64% for entire length of grid line A W3 W4 Ws w6 0 0 0 0 0 0 0 Shearwall Seis. Wind Strength Design Seis. Force: Fx = 3.9 psf Maximum Wind Pressure: Px = 16.0 psf V.se1s.(ASD) = Area/2*F.*p*0.7 = 1510 lbs V.w1nd = l+i*Lw/2*Px *0.6 = 1814 lbs "i.Vx (Above)= lbs Vxrot.al = 1510 1814 lbs Vx/L = 151 181 plf Use Shearwall Type= @ with LTP4 clips@ 24 "o.c. 54% for entire length of grid line B W3 W4 Ws w6 0 0 0 0 0 0 0 '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) Lateral Design Upper Level N-5 Line: Seis. Area (tt2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line =l VxAbove (Seis/Wind) = 0/o-rrlb. of Load = 200 7 Parallel Left Right I 9.0 I 20.0 . -- I solidforms engineering G p = 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 7 . . -- . Sheaiwall Strength Design Seis. Force: F, = Maximum Wind Pressure: P, = vxSels(ASO) = Area/2*F,*p*0.7 = XWlnd = LH*Lw/2*P,*0.6 = V 'I.V, (Above) = V, Total = " Vx/L= - Use Shearwall Type= Seis. 3.9 275 Wind psf 16.0 psf lbs 864 lbs lbs 275 864 lbs 39 123 plf @ Page 11 of,19 07/30/20 vxAbv.Trlb. (Seis/Wind) = with LTP4 clips@ 48 "o.c. 74% for entire length of grid line G Wood Shearwalls = w, W2 W3 W◄ Ws W5 Length= 7 Load Type= Seis. Wind Shear Load (lbs) = 275 864 0 0 0 0 0 0 0 0 0 Wall DL01st. (psf) = 16 OI Resis. Dlo1st. (plf) = 180 C: ·e Resis. D~1n1 (lbs) = -@ Q) D4>oint Dist (ft) = 6 MomentoT (lb-ft) = 2746 8640 1MomentRes1st. (lb-ft) = 4016 4998 Uplift (lbs) = -195 560 UpliftAbove = Uplil'ti;e1, = N/A N/A Left Holdown = Right Holdown = lJp_per Level E-W Line: 3 Perforated Shearwell Sels. Wind Seis. Area (tt2) = 800 Strength Design Seis. Force: F, = 3,9 psf Shear Line Len.Tot. (ft) = 13 p= 1.0 Maximum Wind Pressure: P, = 16.0 psf Wind Relative to Ridge = Parallel Sos = 0.842 VxSels.(ASo) = Area/2*F,*p*0.7 = 1098 lbs Wind Lengths: Left Right Plate Ht. (ft) = 10 Vxwlnd = LH*Lw/2*Px*0.6 = 1296 lbs LH = Vert.Trib Height (ft) = 9.0 Lwall Tot. (ft) = 'I.V x (Above) = lbs Lw = Dist to Adj Gridline (ft) = 30.0 V, Total = 1098 1296 lbs Shear Above: Line = VxAbove (Seis/Wind) = 0 0/o-rrlb. of Load = vxAbv.Trlb. (Sels/Wind) = See Perforated Shearwall Cales on Following Pages '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) · Lateral Design Upper Level Seis. Area (ft2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: Ltt = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line= v__,. (Seis/Wind) = 0/ornb. of Load = VxAl>v.Tnb. (Seis/Wind) = Wood Shearwalls = E·W Line: 300 20 Parallel Left Right I 9.0 12.0 . . . solidforms engineering 6 p = 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 8 . " . . . . Shearwall Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = VxSels (ASD) = Area/2*F.*p*0.7 = xWlnd = Ltt*Lw/2*Px*0.6 = V !Vx (Above) = Vx Totl>I = VJL = . Use Shearwall Type= Seis, 3.9 412 412 Wind psf 16.0 psf lbs 518 lbs lbs 518 lbs 51 65 plf @ Page 12 of 19 07/30/20 with LTP4 clips@ 48 "o.c. 15% for entire length of grid line 6 -i.-,..,.,--.;..._--1---.,.,e_-.-+--..,......;c---1--------+---.....;...---,----........,,................; Length= Load Type = i------=='-----'----'-"=--+----'------+---'---+--~----+---~---,1----,-~-,----------; Shear Load (lbs) = Wall DL01st. (psf) = Resis. Dloist. (pif) = Resis. D4>olnt (lbs) = DLPolnt Dist (ft) = 1-----r----t----,------+--~~-+----,-~--+---'"r-~-1-----r-~ Momentor (lb·ft) = 1Momenliles1st. (lb·ft) = 1---.-+----+----l------+----+---+----,----+----+---l----+--U p Ii ft (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = ___ u;:;,,(!P:!!r Level Sels. Area (tt2) = Shear Line Len.rot (ft) = Wind Relative to Ridge = Wind Lengths: 1.+i = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line= V-.,. (Sels/Wlnd) = 0/ornb. of Load = vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = Length= Load Type = Shear Load (lbs) = Wall Dloist. (psf) = Resls. Dlo1st. (plf) = Resis. D4>o1nt (lbs) = E-W Line: 200 20 Parallel Left Right 7 -· 9.0 I 9.0 .. --- W1 8 Seis. Wind 275 389 16 7 p = 1.0 Sos = 0.842 Plate Ht. (ft) = 10 LwallTot. (ft) = 8 . --- W2 0 0 0 . Shearwall Strength Design Seis. Force: Fx = Maximum Wind Pressure: Px = Vxs.1s.(ASD) = Area/2*F x *p*O. 7 = xWind = 1.+i*Lw/2*Px*0.6 = V - !Vx (Above) = VxTC>tl>I = V.JL = ,, " c1· Use Shearwall Type= Seis. 3,9 275 275 Wind psf 16,0 psf lbs 389 lbs lbs 389 lbs 34 49 plf @ with L TP4 clips @ 48 "o.c. 12% for entire length of grid line 7 W3 W4 Ws w6 0 0 0 0 0 0 0 D4>oint Dist (ft) = ~~ ....... ~--1-------+----.=--'-----t-..-... .......... ,-.....~---+--~...-----+'-------..,.....--- MomentoT (lb-ft) = 2746 3888 1Momen4\eslst. (lb-ft) = 2468 3072 lo-,-,,.,----'-4-----'--1---+-----+-----!----1--------'----+---+------,l----+---Uplift (lbs) = 37 109 Uplitt_ve = Upli~et. = N/ A N/ A Left Holdown = Right Holdown = '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) Lateral Design Up~ Level E-W Line: Seis. Area (ft') = 300 Shear Line Len.Tot. (ft) = 20 Wind Relative to Ridge = I Parallel Wind Lengths: Left Right LH = Vert.Trib Height (ft) = I 9.0 lw = Dist to Adj Gridline (ft) = I 12.0 Shear Above: Line= . Vx!>bove (Seis/Wind) = . . %TMb. of Load = 7J vxAbv.Trlb. (Seis/Wind) = Wood Shearwalls = solidforms engineering 8 p = 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 8 '• . . . . . Sheaiwall Seis. Strength Design Seis. Force: F, = 3.9 Maximum Wind Pressure: P, = VXSers.( ASo) = Area/2*F,*p*0.7 = 412 V xWnd = LH*Lw/2*P,*0.6 = 'Pv, (Above) = Wind psf 16.0 psf lbs 518 lbs lbs V, Total = 412 518 lbs I Vx/L= 51 65 plf . @ Use Shearwall Type= Page 13 of,19 07/30/20 with LTP4 clips@ 48 "o.c. 15% for entire length of grid line 8 1o------+-----+-------1------+---__..;..~-+-~~-~..,.., Length= W1 Wz W3 W4 Ws w6 8 Load Type = --~----t---~---=-+----=--~----~---+---~--+--~~---1 Shear Load (lbs) = Seis. Wind 412 518 0 0 0 0 0 0 0 0 0 0 16 100 Wall DL01st. (psf) = Resis. Dlo1st. (plf) = Resis. D4ornt (lbs) = Dl.po1nt Dist (ft) = MomentoT (lb-ft) = f-----;----+-~....,----1-~---""4'--...,.. ........ .....c+---..,......-~f,-~--+ ............... = 4119 5184 4011 4992 1MomentResrst. (lb-ft) = Uplift (lbs) = 1--.,....,..--,-----,:-:---+----+---+------,---+----+----+---+---+------1---14 26 Upli~. = Uplifti.,et, = Left Holdown = Right Holdown = Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: ~ = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line= Vxl>bove (Seis/Wind) = 0/orMb. of Load = vxAbv.Trlb. (Seis/Wind) = ~ Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall DLorst. (psf) = Resls. Dlo1st. (plf) = Resis. D4o1nt (lbs) = D4oint Dist (ft) = MomentoT (lb-ft) = 1MomentResrst. (lb-ft) = Uplift (lbs) = Upli~ve = Uplifti.,et, = Left Holdown = Right Holdown = N/A N/A Line: Left Right I - I . •·• . . W1 T ~ . . . I . . . . . . . p = 1.0 Sos = 0.842 Plate Ht. (ft) = Lwall Tot. (ft) = • I . . W2 . . . . . . . . ,_ -· ,-_:,-. . . . . . . . . Sheaiwall ~---Strength Design Seis. Force: F, = . ,, Maximum Wind Pressure: P, = Vx5e1s(ASD) = Area/2*F,*p*0.7 = xWlnd = ~*Lw/2*P,*0.6 = V . IV, (Above) = V, Total = Vx/L = Use Shearwall Type= with L TP4 clips @ Seis. Wind 0 for entire length of grid line W3 W4 I Ws I -r- . . . . . . r.. . . . . . . . . . . . . . . . . . . ·-. . . . . . '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) psf psf lbs lbs lbs lbs plf w6 ,.......,i . : . . . " . solidforms engineering Page 14 of 19 07/30/20 Perforated Shear Wall Analysis Wood Framed Shear Walls with Openings (SEAOC Design Manual Vol. II) Gov. Grid Line: Upper Level 3 Force: Wind = Sos = 0.8424 Uniformly Distributed Resisting DL = 1296 lbs 144 plf Wall Dimensions (ft) w, W2 W3 Window.---=-----=---------=-~ 2.5 8 2 110 ft Hl = 1 H2 = 4 H3 = 5 Max Shear= Overturning Moment = 1Resist. Overturning Moment = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = 12.5 ft 311 plf 12960 lbs*ft 6750 lbs*ft 497 lbs 1244 lbs 581 lbs Holdown Per Plan CS16 Strap CS16 Strap 1Reslstlng Moment DL Is reduced by 0.6-0.14*Sos for Sels.(12.14,3.1.3) & 0.6 for Wind (2.4.1) Grid Line: Sos= 0.8424 Wall Dimensions (ft) Gov. Force: Uniformly Distributed Resisting DL = Window.-----~---------~ +======::::::::::::::::::::::::::::::: ~l Oft Hl = H2 = H3 = Max Shear= Overturning Moment = 1Resist. Overturning Force = Resulting Uplift Force = Header Strap Tension = Sill Strap Tension = 0 ft plf 0 lbs*ft lbs*ft lbs lbs CS16 Strap lbs 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) 73% 34% lbs plf Vert. Shear Force Above Header I 311 I .----.Header Strap Tensio,_n _ _, V (lb) =I (570) J I 1244 J I (622) J Shear (bove Orninii------, v (plf) =I (228) J 311 Lill1lJ Horiz. Force @ Openi~ V(lb) =I 674 J LJ1LJ .----. Shear @ Opening .....--~ v (plf) =I 270 J I 311 Vert. Shear Force Below Sill T (lb) = I 726 I V (lb) =I 93 Sill rrap Teran I s81 I 41 Shear Below Sill V (plf) =I 37 I 14s 1 21 .----. Vert. Shear Force .----. T (lb) =I 1037 J J -1037 J Vert. Shear Force Above Header I I Header Strap Tension V (lb) =I I I I I V (plf) =I Shear (bove Orninb I V (lb) =I Horlz. Force @ Openlb I V (plf) =I I Shear @ Opening I Vert. Shear Force Below Sill T (lb)= I I V (lb) =I SIii rap Teran I I Shear Below Sill V (plf) =I I I Vert. Shear Force T (lb) =I I Cabana Lateral Design Seismic Design solidforms e n gine e ring Page 15 d? 19 07/30/20 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude = 33.12 (12.8·2) V = C5W Cs = Sos*I/R = 0.130 Longitude = Site Class= Occupancy = Seis. Category = I = R = Ss= S1 = Fa= Fv = SMs = Ss*Fa = SMl = S1*Fv = Sos = 2/3*SMs = So1 = 2/3*SM1 = -117.30 D II D 1.0 6.5 1.053 0.380 1.200 1.920 1.264 0.730 0.842 0.486 All other structural systems Ct= 0.02 x= 0.75 Tl= 8 Ta = Ct*hnx = 0.121 T =Ta= 0.121 hn = 11.0 Cs= 0.130 k= 1 ¼= 4 lia = hsx * 0.025 Table 1.5·1 (12.8-3) for TSTL: So1 *I/(RT) Where: Cs max. = 2 (12.8-4) for T> TL: S01 *Tl *1/(RT ) Table 11.6· 1 & 2 Tables 1-1 & 11.5-1 Table 12.2·1 (12.8·5) for S1<0.6:0.044S0sl.?0.01 Where: Cs min. = (12.8-6) for s12:0.6: 0.5S1*I/R Section 11.4.1 Section 11.4.1 DL Area Len. Table 11.4·1 Table 11.4-2 Material (psf) ~ft2} (ft) Load 1 20 550 1 (11.4·1) (11.4-2) ... _ ~~ §-~ Ext. Wall 1 16 39 (11.4-3) Int. Wall 7 (11.4-4) 550 Table 12.8·2 Table 12.8-2 Table 12.8-2 Figure 22-15 (12.8-7) Section 12.8.2 Section 12.8.2.1 Section 12.8.1.1 Section 12.8.3 Table 12.2-1 Table 12.12·1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) · k k Level Wx hx hx Wxhx fx fx (psf) % P lixe allow. Upper Level 14.1 11.0 11.0 155 1.8 3.3 100% Yes 0.825 14.1 155 2 3 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level w. I.Wx f x I.Fx f ex fpx(ASD) Where: Roof 14.1 14.1 1.8 1.8 2.4 1.7 Fmln. = 0.2ISosWx Fmax. = 0.41SosWx 14.1 1.8 Ht. (ft) 10 = 0.619 Max. = 0.037 Min. ] w (kips) 11.0 3.1 14.1 Where: lixe allow. = fia *I/Cd (Section 12.8.6) p : Redundancy Check Required If story shear Is > 35% of base shear (Section 12.3.4.2) Cabana Lateral Design WindDesian solidforms engineering Page 16 of 19 07/30/20 Wind Pressures for MWFRS ASCE 7-16 -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= 9= AKztl = 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 14.0 Transverse 38.0 Longitudinal 4: 12 10.0 12.3 11.2 1 Figure 28.6-1 18.4 1.0 7 .6 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = AKztlp530 (28.6-1) Note: (-) Horiz. Pressures shall be zero. (psf) Transverse Longitudinal A 25.8 19.2 Horiz. Press. B C D -7.3 17.2 -4.1 -10.0 12.7 -5.9 tIIIIIiiiI I f f ! f f ! f f ~ V"1'tlcal !11--------~--------------------1 -i-Rid~ E..,. helg height Wldlh,W • Wind PrMIIUrea era In paf -S-wlnd ~ le leN lhan uro (0}, UM O for dealgn. Transverse Governing Design Force: 7.5 kips Transverse Tributary Area: 469 ft2 Transverse Governing Design Pressure: 16.0 psf 1iiiiiiiiiliiiiiiifft V.rtlcel ~ 11AwAw&#M//ffUL#MAw&,&NNi ~ + U2 U2- Wind pra-• -In pat Longitudinal Governing Design Force: 2.5 kips Longitudinal Tributary Area: 156 ft2 Longitudinal Governing Design Pressure: 16.3 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 76 2.0 B 0.0 18 0.0 7.2 C 17.2 304 5.2 D 0.0 71 0 Min. 16.0 469 7.5 7.5 E -23.1 53 -1.2 F -15.7 53 -0.8 -8.0 G -16.0 213 -3.4 H -12.0 213 -2.5 Min. -16.0 532 -8.5 -8.5 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 86 1.6 B 2.5 C 12.7 71 0.9 D Min. 16.0 156 2.5 2.5 E -23.1 144 -3.3 F -13.1 144 -1.9 -8.4 G -16.0 122 -1.9 H -10.1 122 -1.2 Min. -16.0 532 -8.5 -8.5 Cabana Lateral Design Lateral Design 0\ C: 'E ~ Cl) 0 U_eP-_er Level Seis. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = L..,. = Dist to Adj Gridline (ft) = Shear Above: Line= V=v• (Sels/Wind) = %Trtb. of Load = VxAbv.Trtb. (Seis/Wind) = Wood Shearwalls = Length= Load Type= Shear Load (lbs) = Wall DL01st. (psf) = Resis. Dlo1st. (plf) = Resis. Dl.p,.nt (lbs) = DLPo1nt Dist (ft) = MomentOT (lb-ft) = 1MomentReslst. (lb-ft) = Uplift (lbs) = UpliftAbove = Uplifir.iet. = Left Holdown = Right Holdown = Up~rLevel Sels. Area (ft') = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = L.. = Dist to Adj Gridline (ft) = Shear Above: Line= VxAbove (Seis/Wind) = 0/o,,rtb. of Load = VxAbv.Trtb. (Seis/Wind) = E·W Line: 550 38 Parallel Left Right ' 9.0 12.0 . -- W1 12 Seis. Wind 640 527 16 6405 5268 5553 6912 74 -143 N/A N/A E-W Line: 550 38 Parallel Left Right I 9.0 j 12.0 solidforms engineering 1' p = 1.0 Sos= 0.842 Plate Ht. (ft) = 10 Lwall Tot. (ft) = 12 - -- - - Shearwall Strength Design Seis. Force: F, = Maximum Wind Pressure: P, = v,Sels(ASO) = Area/2*F,*p*0.7 = xWlnd = LH*Lw/2*P,*0.6 = V - rv, (Above) = V, Total = Vx/L = Use Shearwall Type= Seis. 3.3 640 640 Wind psf 16.3 psf lbs 527 lbs lbs 527 lbs 53 44 plf @ Page 17 of, 19 07/30/20 with LTP4 clips@ 48 "o.c. 10% for entire length of grid line 1' W2 W3 W4 Ws 0 0 0 0 0 0 0 0 Flag~ Colu"'n Sels. Wind Strength Design Sels. Force: F, = 3.3 psf p= 1.0 Maximum Wind Pressure: P, = 16,3 psf Sos= 0.842 Vxs.1s.(ASo) = Area/2*F,*p*0.7 = 640 lbs Plate Ht. (ft) = 10 V,w1nd = LH*Lw/2*P,*0.6 = 527 lbs Lwa11 Tot (ft) = rv, (Above) = lbs V, Total = 640 527 lbs 0 See Flagpole Analysis for V = 640 * 6.5/2,S * 1/0,7 = 2379 lbs. '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) solid forms engineering Description : Flag pole line 3' Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information Overall Column Height 10.0 ft Page 18 of 19 0 7/30/20 Steel Section Name : Analysis Method : HSS6x6x1/2 Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 19,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for X-X Axis buckling= 10.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for y.y Axis buckling= 10.0 ft, K = 2.1 lied L:oads Column self weight included : 351.094 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 1.80, LR = 1.60 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 1.20 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.2505 : 1 +D+0.70E+0.60H 0.0 ft 2.151 k 75.1 11 k -8.40 k-ft 35.569 k-ft 0.0 k-ft 35.569 k-ft 0.01517 : 1 +D+0.70E+0.60H 0.0 ft 0.840 k 55.392 k Malli[Ill,!!D Axial + 6e□Qi□g Slee~~ BaliQ~ Cbx Load Combination Stress Ratio Status Location +D+H 0.15> 0.029 PASS 0.00 ft 1.67 +D+L+H ASCE 12.2.5.2 0.029 PASS 0.00 ft 1.67 +D+Lr+H (Cases w/o E or W) o.o5o PASS 0.00 ft 1.67 +D+S+H PASS 0.00 ft 1.67 +D+0.750Lr+0.750L +H 0.045 PASS 0.00 ft 1.67 +D+O. 750L +0.750S+H 0.029 PASS 0.00 ft 1.67 +D+0.60W+H 0.029 PASS 0.00 ft 1.67 +D+0.750Lr+0.450W+H 0.045 PASS 0.00 ft 1.67 +D+O. 750S+0.450W+H 0.029 PASS 0.00 ft 1.67 +0.60D+0.60W+0.60H 0.017 PASS 0.00 ft 1.67 +D+0.70E+0.60H 0.250 PASS 0.00 ft 1.67 +D+0.750L +0.750S+0.5250E+H 0.191 PASS 0.00 ft 1.67 +0.60D+0.70E+H 0.245 PASS 0.00 ft 1.67 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along y.y Maximum Load Deflections ... Along y.y 0.7494 in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 1.20 k 10.0ft above base 0.0ft above base Deflection Allow. = 10'(0.025)(12"/1 ') = 3" Deflection Actual = 0.7843" (2.5) = 1.84" < 3" / Cd Cby Kxlx/Rx KyLy/Ry Ma11i1IlUID Sbear BaliQ~ Stress Ratio Status Location 1.00 11 3.00 113.00 0.000 PASS 0.00 ft 1.00 11 3.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.000 PASS 0.00 ft 1.00 113.00 113.00 0.015 PASS 0.00 ft 1.00 113.00 113.00 0.011 PASS 0.00 ft 1.00 113.00 113.00 0.015 PASS 0.00 ft solidforms engineering Foundation Desiqn IP 4f F:ootif i Embedded in Soll !~[~;--~~~tIH•~iltt• Description : Flag Pole Foundation Line 3' Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 Genera/ lnfonnatlon Pole Fooling Shape Pole Fooling Width ............ . Rectangular 30.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive ........•.......... Controlling Values Governing load Combination: +D+0.70E+0.60H lateral load Moment Restraint @ Ground Surface Pressure at Depth Actual Allowable Surface Retrain! Force Footing Base Area Maximum Soil Pressure A /lee/Loads 200.0 pcf 2,000.0 psi 0.840 k 8.40 k-ft 720.19 psi 750.0 psi 5,600.0 lbs 6.250 ftA2 0.0 ksf Point Load Lateral Concentrated Load (k) Lateral Distributed Loads (kif) D: Dead load Lr : Roof live L: live S: Snow W:Wind E : Earthquake H : Lateral Earth load distance above ground surface +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+O. 750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+O. 750S+0.450W+H k k k k k 1.20 k k 10.0 ft TOP of load above ground surface BOTTOM of Load above ground surface 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k/ft k/ft k/ft k/ft k/ft klft k/ft ft ft 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 Applled Moment (kft) k-ft k-ft k-ft k-ft k-ft k-ft k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 19 of• 19 07/30/20 Vertical Load (k) 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 k k k k k k k 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 ... STONE TRUSS 507 JONES ROAD OCEANS I DE, CA 92054 760-967-6171 Garcia Remodel 1222 Mariposa Rd. Carlsbad, CA. 92011 9/18/2020 REC£1,,,......) SEP 2 3 2020 CITY OF CAR t) BUILDING DI LSBAD 7 -, r(1..ou ~'coo~'-" >-1--0 3' 5 1/2" & (/) 0 0 Roof Truss Layout £ ., ., ~ ~ !!!. "" co N ~ ~ --Garcia Remodel 0 "3 0 0 "' 0) 0 1222 Mariposa Rd 0 N Carlsbad CA 92011 11' 0" DRAG 1500# B 1 CD w/'lr~ f.llJI II J...ll["\ 0 ~ G) ....... 01 0 0 :i:t: Ab2(4) 7' 3" () Ql T ~ THIS IS A TRUSS PLACEMENT DIAGRAM ONLY NOTICE TO BUILDING OFFICIALS, ARCHITECHTS. AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY StonP. Truss _...... ~o? Jones RD ~=:I~ ~----,o~,r.-e~a~nLls~ir~P."'-!....!..:C~A~9~2~1n~1~~a,_-----~..-;;;NETRuss" 76(1-qfl?-6171 760-967-6171 Stone Truss.com .., .......... 0c-"""""" - Iii' Milek~ Re: 200602-Remodel Trusses Garcia Remodd MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Stone Truss, Inc .. Pages or sheets covered by this seal: K83009 l4 thru K8300918 My license renewal date for the state of California is September 30. 2022. APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS 181 APPROVED Fabrication may proceed as shown. 0 APPROVED AS CORRECTED Fabrication may proceed based on corrections Indicated. 0 APPROVED AS CORRECTED Fabrication may proceed based on corrections Indicated. RESUBMIT FILE COPY Correct submission to resubmit for record purposes only. □ DISAPPROVED Resubmit for approval. □ REVIEWED FOR INFORMATION Approval not required. Accepted for lnlo. purposes only. Approval is for general compliance with the structural contract documents only. This approval assumes no responsibility for dimension. quantities. and conditions that penain to fabrication and installatfon or for processes and techniques of construction. The Contractor Is responsible lor coordination of the work ol all trades and th pen mance of this work in a safe and satisfactory manner. DATE: 9/21 /2Q 9474 Kearny Villa Rd. (Suite #215) San Diego, CA 92126 September 17,2020 Zhao, Xiaoming IMPORT ANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads. supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Garcia Remodel 200602-REMODEL TRUSS-! A01 GABLE K8300914 1 , Job Reference rootionall Stone Truss, Inc., Oceanside, CA -92054. 9-4-4 8.330 s Jul 22 2020 M1Tek Industries. Inc. Thu Sep 17 15:52:50 2020 Page 1 I D:H F XQuqp6Pzsajs 1 GvtQ1 OsyqWDt-RUaf?Fj55hE_ ecg 15042Zj0h2Wu 138kWUoiMJSycgtR 19-0-0 20-0-0 9-4-4 9-7-12 1-0-0 3x4 ~ 25 24 23 22 21 Plate Offsets {X Y)-[5·0-1-12 0-1-0] [9·0-1-12 0-1-01 113·0-4-4 0-2-01 [13·1-0-3 0-1-81 ' . . ' . LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 14.0 LumberDOL 1.25 BC 0.11 BCLL 0.0 . Rep Stress Iner NO WB 0.D6 BCDL 10.0 Code IBC2018/TPl2014 Malrix-S 3x4 4X4 20 19-0-0 19-0-0 DEFL. 19 Vert(LL) Vert(CT) Horz(CT) 18 in (loc) 0.00 13 0.00 14 0.01 19 Scale = 1 :33.5 17 16 15 4x10 ~ I/deft Ud PLATES GRIP n/r 120 MT20 220/195 n/r 120 nla n/a Weight: 111 lb FT= 20% LUMBER- TOP CHORD BOT CHORD OTHERS 2X4 DF No.1 &Btr G 2X4 DF No.1 &Bir G 2X4 DF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)- All bearings 19-0-0. Max Horz 1 =-73(LC 40) Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 23, 24, 25, 19, 18. 17, 16, 15 except 1 =-272(LC 39), 13=-279(LC 32) Max Grav All reactions 250 lb or less at joint(s) 20, 21. 22, 23, 24, 25, 19, 18, 17, 16, 15 except 1=321(LC 50), 13=338(LC 49) FORCES. {lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-860/819, 2-3=-624/627, 3-4=-489/524, 4-5=-383/428, 5-6=-2761340. 8-9=-255/319. S-10=-362/407, 10-11=-467/495, 11-12=-583/590, 12-13=-826/786 BOT CHORD 1-25=-742/814, 24-25=-546/606, 23-24=-432/502, 22-23=-339/398, 21-22=-235/294, 18-19=-2151274, 17-18=-319/379, 16-17=-412/472. 15-16=-527/586, 13-15=-737/818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf; h=25ft: Cat. II: Exp C: Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 9-4-2, Comer(3R) 9-4-2 to 12-0-15, Exterior(2N) 12-0-15 to 20-0-11 zone: cantilever left and right exposed: end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSIITPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 22. 23, 24. 25, 19, 18, 17, 16, 15 except Gt=lb) 1=272, 13=279. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-D-O for 78.9 plf. 13) No notches allowed in overhang and O from left end and 10000 from right end or 12• along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching. provide at least one tie nlate between each notch. £ WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectof"s. This design is based only upon parameters shown, ond is for on individual building component, not a trU86 system. Before use, the building designer must verify the applicabWlty of destgn parameters and properly incorporate this design into the ov,iraU bulding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bfacing is always required fOf stability and to prevent con.apse with possible personal injury and property damage. for gent:ral guidance rcgardlnA the fabrication, s1orage, delivery, erecllon and bracing of trusses and truss systems. see ANSIITP/1 Quality Criteria, DSB-89 and SCSI Bui/ding Component Safety Information available from Truss Plato Institute, 2670 Croin Highway, Surto 203 Waldorf, MD 20601 September 17,2020 1111· MITek' 250 Klug Circle Corona, CA 82880 Job Truss Truss Type Qty Ply Garcia Remodel 200602-REMODEL TRUSS~! A02 COMMON K8300915 4 1 Job Reference (ootionall Stone Truss, Inc., Oceanside, CA-92054, 4-104 9-4-4 8.330 s Jul 22 2020 MrTek Industries, Inc. Thu Sep 17 15:52:52 2020 Page 1 I0:HFXQuqp6Pzsajs1 Gvt01 OsyqWOt-NtiQQxlMcJUitwqQCp6We8I1gKX1X 1 Opx6BTOLycgtP 4-104 4-6-0 13-104 I 10-0-0 I 20-0-0 I 4-6-0 5-1-12 1-0-0 J t 3x4 Plate Offsets (X Y}-[5·0-1-2 Edoel ' LOADING (psi) SPACING-1-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 14.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 4x4 3x8 CSI. TC 0.14 BC 0.27 WB 0.12 Matrix-MS Scale= 1:33.1 3x4 19-0-0 9-7-12 DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL) -0.06 7-13 >999 240 MT20 220/195 Vert(CT) -0.20 7-13 >999 180 Horz(CT) 0.02 5 n/a n/a Weight: 74 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 DF No.1&Btr G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1 =Mechanical. 5=0-3-8 Max Horz 1=-41(LC 13) Max Uplift 1=-40(LC 12), 5=-52(LC 13) Max Grav 1 =417(LC 1 ), 5=455(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-792/156, 2-3=-591/109, 3-4=-593/107, 4-5=-808/158 BOT CHORD 1-7=-105/708, 5-7=-113/735 WEBS 3-7=-15/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf: h=25ft: Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 9-4-4, Exterior(2R) 9-4-4 to 12-4-4, lnterior(1) 12-4-4 to 20-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. £, WARNING -Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for on indivlduet building component, not a truss system. Before use, the building designer rnust verify 1he appllcabHity of design parameters and prcperly incorporate this design Into the overall building design. Bracing indicated t6 to prevent buckling of individual truss web and/or chord members only. Additlonat temporary and permanent bracing ts alway& required tor stability and to prevent collapse with Po&Siblc personal Injury and property damage. For general guidance regarding the fabrication, s1orage, delivery, erecHon cind bracing cl trusses and truss systems, see ANSJ/TPl1 Qua/fly Criteria, DSB·89 ;,nd BCSI Bulldlng Component S•fety lnform•tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 September 17,2020 Nii' Milek' 250 Kluo Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Garcia Remodel 200602-REMODEL TRUSS-~ B01 GABLE K8300916 1 1 Job Reference lootionall Stone Truss, Inc., Oceanside. CA -92054, -1-0-0 5-6-0 8.330 s Jul 22 2020 MiTek Industries. Inc. Thu Sep 17 15:52:53 2020 Page 1 ID:HFXQuqp6Pzsajs1 GvtO1OsyqWDt-r3GodHm_NccZV4OcmWdlBMrAgkwDGVuyAmwOwnycgtO 1-0-0 5-6-0 11-0-0 12-0-0 5-6-0 1-()-0 Scale= 1:23.2 6x8 -:;;. 5-6-0 5-6-0 Plate Offsets (X Y)-12·0-2-12 0-2-31 16·0-2-12 0-2-31 ' ' . ' LOADING (psi) SPACING· 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 14.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 . Rep Stress Iner NO WB 0.03 BCDL 10.0 Code IBC2018/TPl2014 Matrix-P 3x4 4x4 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.12 0.00 (loc) 1/defl 7 n/r 7 n/r 9 n/a 6x8 .::;:- 4x4 .:::: 11-0-0 5-6-0 Ud PLATES GRIP 120 MT20 220/195 120 n/a Weight: 50 lb FT= 20% LUMBER- TOP CHORD BOT CHORD OTHERS 2X4 DF No.1&BtrG 2X4 DF No.1&Btr G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 11-0-0. (lb)· Max Horz 2=-39(LC 40) Max Uplift All uplift 100 lb or less at joint(s) 10, 8 except 2=-239(LC 29), 6=-243(LC 32) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=349(LC 53), 6=349(LC 54) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-656/666, 3--4=-201/262, 4-5=-227/253, 5-6=-651/670 BOT CHORD 2-10=-558/605, 9-10=-204/250, 6-8=-551/607 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II: Exp C; Enclosed: MWFRS (envelope) gable end zone and C-C Corner(3E) -1-0-11 to 1-11-5, Exterior(2N) 1-11-5 to 5-5-14. Corner(3R) 5-5-14 to 8-5-14. Exterior(2N) 8-5-14 to 12-0-11 zone: cantilever left and right exposed: end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1--4-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 10. 8 except Ut=lb) 2=239, 6=243. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 9, 6. 10. 8. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-0 for 136.4 pit. 14) No notches allowed in ovemang and 10000 from left end and 10000 from right end or 12" along rake from scarf. whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. £ WARNING -Verttydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rl"!v. 511912020 BEFORE USE. Des.go valid for use only wllh MiTek® oonnectors. ThtS design Is based only upon parameters shown, and is for an Individual building component, not a trU88 system. Before use, the building designer must verify the appficabHity of design parametsrs and property ir'ICOl'J)Orats this design into the overall bu~ding design. Bracing lndIcaIed is to prevent buckling of individual truss web and/or chord members only. Add Uonal temporary and permanent bracing Is always required tor stability and to prevent collapse with possible personal injury and property damaue. For general guidance regarding the fabricatK>n, storage. delivery, erection and bracing or trusses and truss systems, see ANSVTP/1 Quallty Criteria, DSB-89 and SCSI Building Component S•fety Information available from Truss Pinto Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 September 17,2020 Nii' MiTek' 250 Klug Circle Corona, CA 92880 Ii Job Truss Truss Type Qty Ply Garcia Remodel K8300917 200602-REMODEL TRUSS-S B02 Scissor 11 1 Job Reference (optional) Stone Truss. Inc., -1-C,-0 Oceanside, CA-92054, 8.330 s Jul 22 2020 M!Tek Industries, Inc. Thu Sep 17 15:52:54 2020 Page 1 ID: HFXOuq p6Pzsajs 1 Gv1Q 1 OsyqWDt-JGpAqdmc8wkP7DzpKD8JZOLl7D _ ?v _60QgZSDycgtN 5-6·0 11 ·0-0 12·0-0 1-0-0 5-6-0 5-6·0 1-0-0 Scale= 1:21.5 4x4 3x4 "" 5-6·0 11·0-0 5-6-0 5-6·0 Plate Offsets (X Y)-[2·0·3-10 0-0-111 [4·0-3-10 0-0-111 ' . . LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.04 6-12 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.15 6-9 >867 180 BCLL 0.0 • Rep Stress Iner YES WB 0.23 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MP Weight: 36 lb FT =20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 DF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directty applied or 5-9-14 oc purtins. Rigid ceiling directty applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 4=0-3-8 Max Horz 2=-44(LC 13) Max Uplift 2=-69(LC 12), 4=-69(LC 13) Max Grav 2=556(LC 1 ), 4=556(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1181/292, 3-4=-1181/294 BOT CHORD 2·6=-178/1080, 4-6~177/1080 WEBS ~6=-56/573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Ex1erior(2E) -1-0-11 to 1-11-5, lnterior(1) 1-11·5 to 5-6-0, Exterior(2R) 5-6-0 to 8·6·0, lnterior(1) 8-6-0 to 12-0·11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w/1 fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _A WARNING· Verify design pa,ometers and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Milek® connectors. This design is bosed onfy upoo parameters shown, and is fDf an individual building component, not a truss system. Before use, the building dftsigner must verify the appUcebility of design parameters and properly incorporate this design Into lhe overall buldlng design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pcm1anent bracing is always requirod to< stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding tho fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, see ANSVTPl1 Qual/ty Criteria, DSB-89 and SCSI Building Component Safety Jnform11tion available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf. MO 20601 September 17.2020 Nii' MiTek' 250 Klug Circle Corona, CA 92880 Ii Job Truss Truss Type Qty Ply Garcia Remodel K8300918 200602-REMODEL TRUSS-! B03 GABLE 1 1 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.330 s Jul 22 2020 MITek Industries, Inc. Thu Sep 17 15:52:56 2020 Page 1 ID :HFXQuqp6Pzsajs 1 GvtQ 1 OsyqWDt-FexxFI osg)(_ 7MX7BReBSo_ T gQxxb TsnPsk9gX6ycgtL -1-0.0 5-6-0 11-0.0 12-0-0 1-0.0 5-6-0 5-6-0 1-0-0 5-6-0 5-6-0 Plate Offsets (X Y)-[2·0-7-12 0-2-71 12·1-3-12 0-1-81 16-0-7-12 0-2-7] [6·1-3-12 0-1-81 ' ' ' ' LOADING (psf) SPACING-2-0-0 CSI. TCll 20.0 Plate Grip DOl 1.25 TC 0.28 TCDl 14.0 lumberDOl 1.25 BC 0.10 BCll 0.0 Rep Stress Iner NO WB 0.02 BCDl 10.0 Code IBC2018/TPl2014 Matrix-P 3x4 II 4x4 DEFL. Vert(lL) Vert(CT) Horz(CT) in 0.04 -0.00 0.00 (lac) 1/defl 7 nlr 7 nlr 9 n/a Scale= 1:22.3 4X4 ::C: 11-0.0 5-6-0 Ud PLATES GRIP 120 MT20 220/195 120 nla Weight: 50 lb FT= 20% lUMBER- TOP CHORD BOT CHORD OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing direcUy applied or 6-0-0 oc purlins. Rigid ceiling direcUy applied or 6-0-0 oc bracing. REACTIONS. All bearings 11-0-0. (lb)-Max Horz 2=-39(lC 40) Max Uplift All uplift 100 lb or less at joint(s) 10, 8 except 2~373(lC 21 ), 6~286(lC 24) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=1164(lC 45), 6=349(lC 46) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-863/859, 3-4=-262/320, 4-5=-259/310, 5-6=-859/850 BOT CHORD 2-10~734/765, 9-10=-257/285, 8-9=-254/282, 6-8~732/759 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDl=6.0psf: BCDl=6.0psf: h=25ft: Cat. II: Exp C: Enclosed; MWFRS (envelope) gable end zone: cantilever left and right exposed ; end vertical left and right exposed; lumber 0Ol=1.60 plate grip DOl=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20. 0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Prcvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8 except (jt=lb) 2=373. 6=286. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 9, 6, 10, 8. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 2000 lb. lumber OOl=(1.33) Plate grip OOl=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-0 for 181.8 pit. 14) Hanger(s) or other connection device(s) shall be prcvided sufficient to support concentrated load(s) 408 lb down and 49 lb up at 0-4-4, and 407 lb down and 50 lb up at 1-3-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) No notches allowed in overhang and 1-0-0 from left end and 1-0-0 frcm right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one lie plate between each notch . .-.=•'-,..., ~ • ~ ~hSEIS\ section loads aoolied to the face of the truss are noted as front IF\ or back /B\. £, WARNING -Vertty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon paramelers shown, and is for an indf'lidual building component, not a lrU88 system. Before use, the building deslgMr must verify the applicabktty of design parameters and prcpel1y incorporate this design Into the overJ11 buldlng design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ia always required tor stability and to prevent collapse with poss.Ible personat injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPl1 Quallty Criteria, DSB-89 .ind SCSI Bultdlng Component Safety lnfo,m•tion available froo, Truss Pinto Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 September 17.2020 ldi. MiTek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Garcia Remodel K8300918 200602-REMODEL TRUSS-! B03 GABLE 1 1 Job Reference footionall Stone Truss, Inc., Oceanside, CA -92054, 8.330 s Jul 22 2020 Milek Industries. Inc. Thu Sep 17 15:52:56 2020 Page 2 ID :H FXQuqp6Pzsajs 1 GvtQ 1 OsyqWDt-FexxFI osgX.... 7MX7BReBSo_ T gQxxb T snPsk9gX6ycgtL LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4~68, 4-7=-68, 2-9=-20, 6-9=-20 Concentrated Loads (lb) Vert: 2~815(8) • WARNING· Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Oestgn valid for use only with MiTek® connectors. This design is boMd only upon parameters shown, and is for an indivic-tuo1 building component, not a truss system. Before use, the building designer must verify the applicabllty of design parame1ers and proper1y incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional tcmpcrary and pcm1ancnt bracing Is always required '°' stability and to provent collapse willl poosiblc personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing ol lrusses and truss systems. see ANSIITPl1 Quallty Criteria, 0S8-89 and SCSI Building Component S•fetylnformation available from Truss Plate Institute, 2670 Crain Higtiway, Su te 203 Waldorf, MD 20601 Nii' MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-115" For 4 x 2 orientation, locate plates 0-''••" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ~ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System ~4-8 1 dimensions shown in tun-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 O oc ~ ~ 0 .,_ 0 I u I u u ~ ~ 0 1-J---=~u....t..-c:.:....__;:;;:;,---'-..&.."-'.~I O ~L __ ...£ll.-=-==:-:--:-~-:-::::;;-;:~-------....... -~ BOTTOM CHORDS 7 8 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 Mil ek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 4 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system. e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tighUy against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses wil be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibijity of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. lumber used shall be of the species and size, and in all respects, equat to or better than that specified. 13. Top chords mus I be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiing is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (Iron~ back, words and pictures) before use. Reviewing pictures alOne is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. (_ City of Carlsbad CERTIFICATION 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. Project# & Name: # d, Olf O ➔ &r~\c,., 8e.siofe.Au.... Permit#: .;;;.CB;:;.;R.;;.A.;;:2:.::.02::..;0;;...-0,;;_;1;;...7..:;.S ___________ _ Project Address: 1224 MARIPOSA RD Assessor's Parcel #: 2122210300 ===.;;.;;.;;:.._ _____________ _ Project Applicant: STEVE ANO LAURA GARCIA (Owner Name) Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 232 ..;;..;;..:;;.._ ________________ _ Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 10/29/2020 Certification of Applicant/Owners. The person executing this declaration ("OWner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect. and that (2} the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. ! ✓ I Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 (3 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadi.a 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. .. Signature of Authorized School District Official'j)4 , £ ~•~ ~ • ! Q, . Le-, G,~-w. ~c.....'f'\ T1tle:_Su~ \I':,~~ Date: ) I -3 -~D;),O c.c.__(""\>'o~cl U-.V\.~-t-t'"'t'tl .Sc~DL 01<:i.°"-:,'<'t L'\ Name of School District: to d'd;S E?L CL, Y'0 \ \"-O R..-ll a...l , Phone: ''t Lt D 3 3 L -,Su O c) (.µ_\J'\S'oM l c_A-c, d-DOC/ Y\O 'ScV\.00 (_ F~--e.s C.Ol ltichid Community & Economic Development -Building Division 11 o,l~ ( SDO 1l 1635 Faraday Avenue l Carlsbad. CA 9200R I 7fi()..fi0?-"J71 Q I 7/;()_f;n,_sic;c;si f-:.v I h11il,HMfiil,.~.-1~1-.-..,1r_ ---- Ccicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .ca rlsbadca .gov 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 ..oil 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. ..oil 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. Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact information of person completing this checklist (if different than above): Name: ~ Contact Phone: Company name/address: Contact Email: Applicant Signature: _c_.,..>c=-----"~='----+-~· ,....t::3 ......... ~'-"~"--c. ____ Date: ----'~"---~---_ZP __ B-50 Page 1 of 6 Revised 06/18 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 Buildl g~J.mit Valuation worksheet. Building Permit Valuation (BPV) sh t $ lo) . \ D G-, □ New construction Additions and alterations: □ BPV < $60,000 □ BPV .!: $60,000 □ Electrical service panel upgrade only ~v .!: $200,000 □~ □ New construction □ Alterations: □ BPV .!: $200,000 or additions .!: 1,000 square feet □ BPV .!: $1,000,000 □ .!: 2,000 sq. ft. new roof addition Low-rise 2A, 3A, 4A N/A 1A, 4A A high-rise resldentlal building Is 4 or more ttorlet, including a High-rise mixed-use building In which at least 20% of Its condltlolied tloor area Is residential use 18, 28, 38,4A N/A 4A All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed 1 B, 4A • and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 28, 38, 48 and 5 18, 5 18,28,5 Building alterations of.!: 75% existing gross floor area 28,5 18 also applies if BPV .!: $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21 .155 and 18.30.190, and the California Green Building Standards Code (CAL Green) for more information when completing this section. A Residential addition or alteration i!! $60,000 building permit valuation. CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: □ Duct sealino □ Attic insulation □Cool roof □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 ~ 992 and later □ N/A _________ _ □ Exception: Home energy score ~ 7 ( attach certification) Multi-family Requirements □ Attic insulation Select one: □ Duct sealino □ Attic insulation □Cool roof Select one: □ Lighting package □ Water heating package B. D Nonresidential* new construction or alterations i!! $200,000 building permit valuation, or additions i!! 1,000 square feel □ N/A Updated 8/15/2019 2