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HomeMy WebLinkAbout2420 GARY CIR; ; PC2021-0024; PermitBuilding Permit Finaled Plan Check Permit Print Date: 11/15/2022 Job Address: Permit Type: Parcel #: Va luation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2420 GARY CIR, CARLSBAD, CA 92010-2804 BLDG-Plan Check Work Class: 1671551000 Track#: $0.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: RODRIGUEZ: 466 SF DETACHED ADU// 218 SF DECK Property Owner: Residential CO-OWNERS RODRIGUEZ PATRICK J AND VALERIE G 2420 GARY CIR CARLSBAD, CA 92010 FEE BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) Total Fees: $292.00 Total Payments To Date: Building Division $0.00 Status: Ccityof Carlsbad Permit No: PC2021-0024 Closed -Finaled Applied: 04/26/2021 Issued: 09/02/2021 Finaled Close Out: 11/15/2022 Final Inspection: INSPECTOR: Balance Due: AMOUNT $194.00 $98.00 $292.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Job Address~ Gary Circle Suite: APN: 167-155-10-00 ---- CT/Project #: _________________ Lot#: 94 Year Built: _1_9_6_7 ______ _ Fire Sprinklers: C)vEs@ NO Air Conditioning:Q YES ONO Electrical Panel Upgrade: QvEs0 NO BRIEF DESCRIPTION OF WORK: t , t2Rc.x:. 6Y) Yb<2MM 0 Addition/New: 466 Living SF, ____ Deck SF, 218 Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? ®v QN New Fireplace? Ov 0 N, if yes how many? __ D Remodel: SF of affected area -----Is the area a conversion or change of use? Ov ON □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ o solar: ___ KW, ___ Modules, Mounted:0Root0Ground, Tilt:OvO N, RMA: OvON, Battery: Ov ON, Panel Upgrade: Ov ON D Reroof: ----------------------------------□ Plumbing/Mechanical/Electrical 0 Only: 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 Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT Name: Pc.. it~ {s.cd,Cc)~ Name: Abel Greqorio Address: \ Address: 14168 Poway Road APPLICANT Ii] City: _______ State: ___ Zip:____ City: Poway State:_C_A __ .Zip: 92064 Phone: Phone: (760) 390-0007 Email: Email: abel@,madesiqninq.com DESIGN PROFESSIONAL APPLICANT O CONTRACTOR OF RECORD APPLICANT 0 Name:Abel Gregorio Name: _________________ _ Address: Address: _________________ _ City: ________ state: ____ Zip:. ____ City: _______ State: ___ .Zip: _____ _ Phone: Phone: _________________ _ Email: Email:. __________________ _ Architect State license: State license/class:. _____ Bus. license: ___ _ l 635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@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 licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 0 I 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. Policy No. _______________________________________ _ 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _ Policy No. ____________________________ Expiration Date: _______________ _ 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 criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _____________________ Lender's Address: ____________________ _ CONTRACTOR PRINT: _________ SIGN : _________ DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Ii] I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: O"owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf, 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 s.ell a structure that I have built as ;in owner-builder if it has not been constructed in its entirety by lice11sed contractors. I understand that o copy of the applicable low, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the /of/owing Web site: http://www.leginfo.co.gov/calow.html. OWNER PRINT: Patrick Rodriguez SIGN: Pa::t.Jt,i,;~k, DATE: 04-22-21 -------------- APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify thot I have read the application and state that the above information is correct ond that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: Abel G. SIGN: ruu DATE: 04-22-21 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 08/20 {'Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 2420 Gary Circle The City of Carlsbad ("City") is providing you with t his Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to Inform the property owner of his/her obligations related to the requested permit activities. I. PR I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- 8uilder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. PR I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. 111. PR I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. PR I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. PR I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued VI. PR I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. PR I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structure.s cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. PR I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. PR I understand I may obtain more information regarding my obligations as an "employer'' from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1--800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. PR I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 2420 Gary Circle XI. PR I agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. PR I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financia l loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I hove read ond understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. !: .. ~trick Rodri9_~~~ ........ Property Owner Name (PRINT) 2 p a:i)u,c,,,/z., Property Owner Signature 04-22-21 Date REV.08/20 {'Cityof Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form Is required to be completed by the property owner only when designating on agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby aut horize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work): Proposed ADU and Deck. Project Location or Address: 2420 Gary Circle Carlsbad, CA 92010 . Abel G. (760) 390-0001 Name of Authorized Agent: _________________ Tel No. ________ _ Address of Authorized Agent: 141 68 Poway Road, Poway, CA 92064 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Pa::vu,C,I~ 04-22-21 Property Owner's Signature: ___________________ Date: ______ _ DATE: 8-4-2021 JURISDICTION: Carlsbad PLAN CHECK#.: PC2021-0024.RC1 PROJECT ADDRESS: 2422 Gary Circle ✓• EsG1I A SAFfbuilt Company SET: II □ APPLICANT □ JURIS. PROJECT NAME: Rodriguez Residence-New Second Story Deck and Detached ADU ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The 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. D The appl icant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: ( ) Email: Mail Telephone Fax 0 REMARKS: By: Erich A. Kuchar, P.E. EsGil Enclosures: pf..-t'rPJ.S : vE:r~r£eXJ 6 vf!?n r7JJrz-f ~FfY'Pu,-.4-co/& LA-f-2- 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 C cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8 -50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.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 ~ If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. ~ Details on CAP ordinance requirements are available on the city's website . .A A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: ----------BP No.: ~ fC@a;?\-Q(i2t/ Property Address/APN: 167 -155-10-00 Applicant Name/Co.: Abel G. Applicant Address: 14168 Poway Road, Poway, CA 92064 Contact Phone: (760) 390-0007 Contact Email: abel@madesining.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 6 Revised 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 Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_7_5,_0_oo_._o ___ _ New construction □ Additions and alterations: D BPV < $60,000 0 BPV o!: $60,000 □ Electrical service panel upgrade only D BPV o!: $200,000 D Nonresidential □ New construction □ Alterations: □ BPV o!: $200,000 or additions o!: 1,000 square feet □ BPV :2: $1,000,000 D :2: 2,000 sq. ft. new roof addition ,-~,% 1. Energy Efficiency A high-rise residential building is 4 or more stories, including a Low-rise High~rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A,3A, 4A NIA 1A, 4A 1A, 4A' ' 1B, 2B, 3B,4A N/A 4A 1B, 4A' 1 B, 2B, 3B, 4B and 5 1B, 5 18,2B,5 2B,5 All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of :2: 75% existing gross floor area 1 B also applies if BPV o!: $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A D Residential addition or alteration ~ $60,000 building permit valuation. □ NIA _______ _ See CMC section 18.30.190. D Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements ~ Before 1978 Select one: □ Duct sealing El Attic insulation □ Cool roof □ Attic insulation D 1978 and later Select one: □ Lighting package □ Water heating Package D Between 1978and 1991 Select one: □ Duct sealing □Attic insulation □Cool roof D 1992 and later Select one: □Lighting package □Water heating package B. D Nonresidential* new construction or alterations ~ $200,000 building permit valuation, or additions~ 1,000 square feet 0 NIA Updated 8i 1512019 I 2 •city of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix A5, Division A5.2-Energy Efficiency. A5.203.1.1 Choose one: ti .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended} □ N/A __________ _ □ .4 Da0ight design PAFs Cl .5 Exhaust air heat rernvery AS.203.1.2.1 Choose one as applicable: 095 Energy budget □,90 Energy budget □ N/A A5.211.1 ... D On-site renewable energy □ NIA A5.211_3•• D Green power (if offered by local utility provider, 50% minimum renewable sources) 0 NIA A5.212.1 D Elevators and escalators □ N/A AS.213.1 □ Steel framing □ N/A • lndudes hotels/motels and high-rise residential buildings .. For alterations;:: $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below} instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1.000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ D D 0 kWdc B. D Nonresidential new construction or alterations ~1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by ~,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area {GFA) Method GFA: Olf < 10,000s.f. Enter: 5 kWdc Min. System Size: □If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) 0 kWdc ... Round building size factor to nearest tenth, and round system size to nearest whole number. □Time-Dependent Valuation Method Updated 8i 1 512019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:,._ x .80= Min. system size: _____ kWdc .... *Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A O Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and '18.30.170 when completing this section. D For systems serving individual dwelling units choose one: El Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery {low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) 0 Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(6) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery □Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. 0 Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction 0 Exception: Updated 8il 5/'.!0 19 4 • City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSESpaces Proposed Capable I Ready I I I Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed I Total I *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation;:: $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages}, alterations have a building permit valuation 2: $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B O Nonresidential new construction (includes hotels/motels) 0 Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Ready l Installed I Total I l I Calculation: Refer to the table below· Total Number of Parkinci Spaces provided Number of required EV Spaces Number of reauired EVSE Installed Spaces □ 0-9 1 1 D 10-25 2 1 D 26-50 4 2 □ 51-75 6 3 D 76-100 9 5 101-150 12 6 -151-200 17 9 201 and over 10 percent of total 50 oercent of Required EV Spaces Updated 8i l5/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist . 5. 0 Transportation Demand Mana~ement (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employeei)ene(aled ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaih 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf / 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 AOT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Ap I. s· Abel G. 0 04-22-21 p1cant 1gnature:_______________ ate: ____ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name (Printed): _A_b_e_l _G_. _____________ _ Phone Number: _(7_6_0_)_3_90_-_00_0_7_ Email Address: abel@.madesianina.com Updated 8/15/2019 6 • DATE: 5-14-2021 JURISDICTION: Carlsbad PLAN CHECK#.: PC2021-0024 PROJECT ADDRESS: 2422 Gary Circle ✓• EsG1I A SAFEbu1lfCompany SET: I □ APPLICANT □ JURIS. . PROJECT NAME: Rodriguez Residence-New Second Story Deck and Detached ADU 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. cg] 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. D The applicant's copy of the check list has been sent to: D EsGil staff did not advise the applicant that the plan check has been completed. cg] EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Abel Gregorio Telephone#: 760-390-0007 Date contacted : (by: ) Email: abel@madesigning.com Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 4-27-2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad PC2021-0024 5-14-2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: PC2021-0024 PROJECT ADDRESS: 2422 Gary Circle FLOOR AREA: 466 sqft ADU 218 sqft deck REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4-26-2021 DATE INITIAL PLAN REVIEW COMPLETED: 5-14-2021 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4-27-2021 PLAN REVIEWER: Erich A. Kuchar, P.E. .... 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 CMG 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 PC2021-0024 5-14-2021 PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. 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. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." -Wood Roof Trusses? STRUCTURAL 4. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 5. 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. ELECTRICAL 6. Show on the ADU 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 Carlsbad PC2021-0024 5-14-2021 amperes, submit a single line diagram, panel schedules, and provide service load calculations. 7. A separate (detached building with a separate foundation and slab) ADU requires a separate ground electrode system per CEC 250.32. Show detail and call out on ADU plan. 8. The ADU and the primary dwelling unit shall have separate, independent heating systems and air conditioning systems (where air conditioning is provided), including direct access to their own system for service and repair, except as allowed as follows. PLUMBING 9. Show water heater size (1 st hour rating), type, and location on ADU plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. 10. If an instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 11 . 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. 12. The ADU and the primary dwelling unit shall have separate, independent water supply and sanitary sewer systems. MISCELLANEOUS 13. 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. 14. 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 □ Carlsbad PC2021-0024 5-14-2021 15. 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 Erich A. Kuchar, P.E. at EsGil. Thank you . . ( ~ • Carlsbad PC202 l-0024 5-14-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Erich A. Kuchar, P.E. BUILDING ADDRESS: 2422 Gary Circle BUILDING OCCUPANCY: R-3 BULDING AREA PORTION (Sq.Ft.) ADU 466 Deck 218 Air Conditioring Fire Sprinklers TOTAL VALUE Jurisdiction Code cb I 1997 UBC Building Permit Fee ij I n1 ,,-·. I 1997 UBC Plan Check Fee I r.l }:t · Valuation ~ier By Ordinance T)Pe of Review: P' Complete Review r Repetitive Fee "' ~ Repeats ,, r Other r t-tomy EsGil Fee ,, Reg. Mod. PLAN CHECK#.: PC2021-0024 DATE: 5-14-2021 VALUE ($) 75,000 75,000 J , r Structural Only 1---------1] Hr @ • $332.707 Sheet 1 of 1 --c~ LOVELACE ENGINEERING STRUCTURAL ENGINEERING SE RVI CES STRUCTURAL CALCULATIONS DATE: PROJECT: DESIGNER: JOB: MARCH 31, 2021 RODRIGUEZ ADU & DECK 2420 GARY CIRCLE CARLSBAD, CA 92010 MADDESIGNS 14768 POWAY ROAD SUITE 704 POWAY, CA 92064 ]21071 > 1--0 858.535.9111 I fax 858.535.1989 I www.lovelaceeng.com 10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121 Joa ..121011 -RODRIGUEZ ADU 4 DECK SHEET NO. LOVELACE ENGi NEERING TG-1 OF ------- CALCULATEDBY _______ N_.S_. _ DATE _____ _ STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 CHECKED BY __________ DATE _____ _ phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ TABLE OF CONTENTS SUBJECT SHEET DESIGN CRITERIA ...................................................................................................................................................... DG-1 DESIGN LOADS ........................................................................................................................................................... DL-1 VERTICAL ANALYSIS/DESIGN ............................................................................................................................. . v-1/24 LATERAL ANALYSIS/DESIGN .............................................................................................................................. . L-1/21 FOUNDATIONS/ RETAINING V'IALLS ................................................................................................................. .. F-y3 S TRlJC, TlJRAL NOTES / SCHEDULES / DETAILS (V'IHERE APPLICABLE) ........................................... .. TOTAL /56 T LOVELACE ENGINEERING JOB J2I01I -RODRIGUEZ ADU 4 DEGK SHEET NO, DG-I OF ------- CALCULATEDBY ______ L, .. '-' S . __ ,,_ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN CRITERIA GOVERNING GODE: GBG 2019 GONG'RETE: AG! 318-14 f'c.=2500 psi, NO SPEGIAL INSPEGTION REQ'D. (U.N.O.) MASONRY, TMS 402-16 / AGI 530-13 MEDIUM WEIGHT, ASTM Gqo, f'm= 1500 psi, SPECIAL INSP. REQ'D MORTAR, ASTM C210, f'c.=I800 psi, TYPES GROUT: ASTM C416, f'c.=2000 psi REINFORGING STEEL: ASTM A6I5, Fy= 40ksl FOR # 4 AND SMALLER ASTM A6I5, Fy= 60ksi FOR :it 5 AND LARGER (U.N.O.) Sl'RUGTURAL STEEL: AISG 360-16, 15TH EDITION ASTM A512, Fy= 50 ksl (STEEL SHAPES) U.N.O. ASTM A500, GRADE B, Fy= 46ksi (STRUCTURAL TUBE) ASTM A53, GRADE B, Fy= 35ksl (STRUGTURAL PIPE) ASTM A36, Fy= 36 ksi (PLATES) BOLTING, A301, SINGLE PLATE SHEAR CONN. WOOD, GLULAMS, SOIL: A325-N, A4'10-N HIGH STRENGTH, SINGLE PLATE SHEAR GONN. ElOXX SERIES-TYP., E90 SERIES FOR A6I5 6RADE 60 REBAR SHOP WELDING TO BE DONE IN AN APPROVED FABRIGATOR'S SHOP FIELD WELDING TO HAVE GONTINUOUS SPEGIAL INSPECTION. NDS-I8 DOUGLAS FIR LARCH 24F-V4 FOR SIMPLE SPAN GONDITIONS 24F-V8 FOR CANTILEVER CONDITION ALLOWABLE BEARING PRESSURE =1500 AGTIVE SOIL PRESSURE = __ _ AT-REST SOIL PRESSURE (RESTRAINED) = __ _ PASSIVE SOIL PRESSURE = __ _ LATERAL EARTHQUAKE PRESSURE = __ _ GOEFFIGIENT OF FRICTION = Dia EXISTING NATURAL SOIL PER GBG TABLE 1806.2 SOILS REPORT BY, PROJECT NUMBER: DATED: psf pc.f pc.f pc.f pc.f ,,. LOVELACE ENGINEERING Joa J21011 -RODRIGUEZ ADU 4 DECK SHEET NO. DL-1 OF ------ CALCULATEDBY _______ ...;.N=.S..;... DATE _____ _ STRUCTURAL ENGI NEER ING SERVICES CHECKEDBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE _________________ _ DESIGN LOADS -ROOF DEAD LOAD, ROOFING ( ~.O.MP .5.H!.Ne.LE.l SHEATHING ................................................ . RAFTER/CEILING JOISTS OR TRUSSES ...................... . INSULA TION ................................................ . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) ............................... . TOT AL DEAD LOAD: LIVE LOAD: (ROOF USE PER IBG TABLE 1601.I) TOTAL LOAD, FLOOR DEAD LOAD, FLOORING (HOOD CARPET 4 PAD) ........................ . LT. HEIGHT CONCRETE .................................... . SHEATHING ................................................ . JOISTS .................................................... . DRYHALL ................................................. . OTHER (ELEC., MECH., MISC.) .............................. . TOTAL DEAD LOAD, LIVE LOAD, (RESIDENTIAL USE PER IBC TABLE 1601.1) TOTAL LOAD, EXTERIOR WALL STUDS ..................................................... . DRYHALL ................................................. . INSULATION ................................................ . EXTERIOR FINISH ( STUCCO ) .... , ......................... . OTHER (MISG.) ............................................ . TOTAL LOAD, INTERIOR WALL STUDS .................... , ................................ . DRYHALL ................................................. . OTHER (MISC.) ............................... , ............ . TOTAL LOAD, 4.0psf 1.5 3.5 1.5 2.5 1.0 14.0psf 20.0psf 34.0psf 4.0 psf .0 2.0 3.5 2.5 2.0 14.0psf 40.0psf 54.0psf I.Opsf 2.5 1.5 10.0 1.0 16.0 psf 1.0 psf 5.0 1.0 1.0 psf + SOLAR 4.0 18.0 psf 20.0psf 38.0psf DECK/OTHER 5.0psf .0 2.0 3.5 2.5 2.0 15.0psf 60.0psf 15.0psf .. V-1 LOVELACE ENGINEERING SHEEHIO. _________ OF _____ _ CALCUV-TEODV _____ ___;N_;,;.S;:;...:_. -~TE _____ _ STRUCTU R A L ENGINEER ING S E RVI CES CHECKEl>llV _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 pnone858.535.9111 • fax 858.535.1989 • www.Jovalaceeng.com SCALe ________________ _ VERTICAL ANALYSIS/ DESIGN LEVEL ,;...;IZ~OC>,;.,:::.:t.F_-----·- MEMBERS, H E:Anc es. ..... . !SEE CODE CHEGK CALCULATIONS THAT FOLLOW! MARK, \sH-1 SPAN= 4.o FT. 6RlD LINE1 0 FULL SPAN UNIFORM LOAD WI D:·-------------------=---- (p11; L=------------------==---- -0 t\>· = Lr, .......... ,._ L v-12 D= __________________ _:.:_ __ rplfJ L= _______________ __::;__ _ __i.r;,___ -D t t ;:: L.-L v-13 D= __________________ __:-=----o 11_3u. (r,lt) L --_1, J, I, r --Lr, ........ L ,-~-'i Pl D=fuu:~:X l\l2f:r){\G>f2E!'.1:t~BF:){l\11,fTY:n -3~ 0 Maxlmvm Reactions (lbs) (I~) L :{ZQ.f?f)( \\Ji FT) (\I, /2. l'l l ... :t {71) PSA (~ 12 FIJI?)= ~ 00 Lr·--L D Lr L P.2 D=U<z>PsF)(2r,, ( l'1t2,FT) +(ltorsf't{7F:t}(1.) -2<;,0 R,-~:;;; I 55~ I 1• r.-11?s_J_L_=_c_z_o_PS_f_)_(_2_F_1_1 _c_1r,_1_2 _F_T_l _+_f_i _o_?_)_r _lf_2._Pr_)(_i)_::..._-_"i_oo_. -~~.:...--·-_,··-··-_-_- 0 1 L ~: := 2 6 : I USE,G,XC:, PF OR . r-m -. . . MARK, Jal::2_ SPAN= lO ... _ .. fT. eRID LINE, ___ □ FULL SPAN UNIFORM LOAD WI D=(\tJ f>SF)( I.\ 12 e._T) 1-{\f>?S,f)( I ·6 FT) = G:, o (p,,) L= { tfi rs~ )l l.\ rz E,..} :t czo t>SF)u ,s-FT) -30 W2 D=-------------------=--- ~~L= = ____________________ ,____ 1.r, .. ....,., ..... L r-···-,L .L L ...... t -D I r L -·· W3 D= __________________ _::;;_ __ D (plF) L = _______________ ___:::::___-..,____._ Lr L (, L "! , -Pl D= _______________________ _ 0 Maxfmvm ReaGtlons (lbs) (I~) L= ________________ = _____ _!c- P.2 D=-------------------=--- (1ti,;J L= OR Lr., .... ................. L D Lr L -0 s ;~~ p;1g I I .. L I HARK, -~·-SPAN== 9 .t;i FT. eRID LINE, ___ 0 FULL SPAN UNIFORM LOAD WI D:,J IBPSFX:\3/z. FT)-t; OS PSF )(\ ·~-Pt-\ ::: l'-~ D <p11J L=(Z-0 fSS:\OSlz.f-r)-t{Z<>P>F){\,S-f'T) ::: 1eoo W2 D= __________________ _::;;_ __ (pi,; L= ________________ ::: __ -..,__ Lr, L -r. J x .... 1 D Lr L V'l3 D = _________ _ = D (plP) L= _______________ ___:===----:,___-Lr L I L , 'J PI D= ___________________ -__ r, Maxfrwm ReaGtfon& (lbs) <11:>eJ L:::: ::: D Lr L ~~ ~= -~, 01: ;~~~ I i~~1 I I USE~ I,;ll=' OR . ""'~ " -" Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-2 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project ID: J21071 Project Descr: !_Wood Beam .••. ···--·····-····· .• ··-···· ,. "'"Filii!J2107r:·RoORIGU£ZADUK(H,ClGic6" SoftWarecQPYr1ghl ENERCALC. INC. 1983·20ZO, 8uild;12.W.8,2.4 I .It I DESCRIPTION: RH-1 CODE REFERENCES ......... ~----············· ............ . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties ................................ . • Analysis Method : Allowable Stress Design Fb + Fb · 875.0 psl 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psl E : Modulus of Elasticity Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced 0(0.36 Lr(0.4) Fe -Prll Fe -Perp Fv Ft 6x6 Span= 4.0 ft Ebend-xx 1,300.0ksi Eminbend-xx 470.0ksi Density 31.210pcf ...... Af.>.plied L~~.~~ ............................... . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.360, Lr = 0.40 k @ 1.250 fl. (ROOF) Point Load : D = 0.360, Lr = 0.40 k @ 1.250 rt, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span II where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.520 1 6x6 569.05psi 1,093.75psi +D+Lr 1.255ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.015 In 0.000 in 0.030 In 0.000 in Ratio= 3109 >=360 Ratio= 0 <360 Ratio = 1615>=240 Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni Values Segment Length Span I M V Cct C FN C1 c, Cm C C M fb ··•···•·•·····•· .............. DOnly Length : 4.0 fl 0.346 0.164 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.63 272.12 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length : 4.0 ft 0.520 0,246 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.31 569.05 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length. 4.0 fl 0.452 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.14 494 82 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length : 4.0ft 1 0.117 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 16127 Overall Maximum Deflections Load Combination Span Max.·.• Deft Location In Span Load Combination F'b 0.00 787.50 0.00 1093.75 0.00 1093.75 0.00 1400.00 Design OK 0.246: 1 6x6 52.32 psi 212.50 psi +D+Lr 0.000 ft Span II 1 Shear Values ........................... V rv F'v 0.00 0.00 0.00 0.51 25.05 153.00 0.00 0.00 0.00 1.06 52.32 212.50 0.00 0.00 0.00 0.92 45.50 212.50 0.00 0.00 0.00 0.30 15.03 272.00 Max."+" Deft Location In Span ..................................... 1.810 ;o;v 1 · o.oi91 ······· ...... ············ ····· .......... .......... ci.0000 0.000 ... Wood Beam 1.,1 I Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 DESCRIPTION: RH-1 Vertical Reactions Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-3 ., .•• · • ·•h 0 • ...... , ....... • · .... ·, .• , ~~~ne:121on,RODRtGU£ZADU&orcKeco Softwarewpyrlgh! ENtRCAlC. 100. 1983-2020. 8oikU2.20.8.24 • Support ootalloo : Far lefl Is #1 Values in KIPS ... Load Comtiinallon" .. ........... ..... ......... ......... ... Support 1 Support 2 Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr t0.600 Lr Only · · ············································································· · · Toss ···· · o.4aa 0.550 0.250 0.508 0.238 1.058 0.488 0.921 0.426 0.305 0.143 0.550 0.250 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-4 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Sle.102 San Diego, CA 92121 Project ID: J21071 Project Descr: !Wood Beam L FUe:J2T07r:RoDRIGUffADU.t/DtCK:iic6" ~e~ ENERCA.LC. INC, 1983-2020, BUi!d:11.20.8.24 t.tt I DESCRIPTION: RH-2 CODE REFERENCES .............................. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ....... Material Properties .. . . . Analysis Melhod : Allowable Stress Design Load Combination ASCE 7-16 Fb + 875.0psl 875.0psl 600.0psl 625.0psi 170.0psi 425.0psl E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fb · Fe· Prll Fe• Perp Fv Fl D(0.063{ l.r(0.07) 6x6 Span= 4.0 ft Ebend-xx 1,300.0 ksl Eminbend. xx 470.0ksl Density 31.210pcf ..... Applied .. Loa_d_s __ ......................................................................... . Service loads entered. Load Factors will be applied for calculations . ......................... ............................................................................ . Beam self weight calculated and added to loads Uniform Load : D = 0.0630, Lr= 0.070 , Tributary Wldlh = 1.0 rt, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Localion or maximum on span Span If where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.110: 1 6x6 120.79psi 1,093.75psi tD+Lr 2.000ft Span 111 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.004 in Ratio= 0.000 In Ratio = 0.008 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span I where maximum occurs 11732 >=360 0<360 5885 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Segment Length Span # M V Cd C FN C1 Cr Cm c, CL M fb DOnly Length • 4.0 ft 0.076 0.035 090 1.000 1.00 1.00 1.00 1.00 1.00 0.14 60.20 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Lenglh = 4.0 ft 0.110 0.050 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.28 120.79 •D..0.750Lr 1.000 1.00 100 1.00 1.00 1.00 Length " 4.0 ft 0.097 0.044 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.24 105.64 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Lenglh = 4.0 fl 1 0.026 0.012 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.08 36.12 Overall Maximum Deflections Load Combination . ., ...... ••· Span · ·Max. • •; Deli i.ocation in span Load Combination +btLr .... --··~· o:oos2 .iois .. --·-.. ·--1 Design OK F'b V 0.00 0.00 787.50 0.11 0.00 0.00 1093.75 0.22 0.00 0.00 1093.75 0.19 0.00 0.00 1400.00 0.06 Max.·+· Den 0.0000 -- 0.050 : 1 6x6 10.71 psi 212.50 psi +Dtlr 3.547ft Span# 1 Shear Values fv 0.00 t'v 0.00 5.34 153.00 0.00 0.00 10.71 212.50 0.00 0.00 9.37 212.50 0.00 0.00 3.20 272.00 Location in Span 0.000 Lovelace Engineering. Inc. 10509 Vista Sprrento Pkwy. Ste.102 San Diego, CA 92121 r -•V•An,..,,..,.,.-,-u-no•-,-m~••. "'YOWA•••••,•, .. ._ ' . , ....... •••v••••.,r,o• lwood Beam ,I.ti I Project Tille: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-5 ... .... File:J2101r=RODRIGUE:ZADUlDECK:iii:0-·· SoftWilref(ll)y ENERCA!.C. INC, 198~·2020, Bulld:11.20.8.24 DESCRIPTION: RH-2 Vertical Reactions Load Comiiiruiiion-... . '' Support ootaUon : Far left Is #1 Support 1 Support Values in KIPS Overall MAXimum ''if21<i ··0.219···· Overall MINlmum 0.140 0.140 DOnly 0.139 0.139 +O+Lr 0.279 0.279 +O+0.750Lr 0.244 0.244 10.60D 0.083 0.083 Lr Only 0.140 0.140 .. Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 r_.,,.,,.....,A.~~~~..,....~~ j WoodBeam ••• t ~ DESCRIPTION: RH-3 CODE REFERENCES ...................................... -... •· . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ....... Materlal.Proeerties .................................................................................. . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-6 Project ID: J21071 Project Descr: ·rae:1111m-:'Roo·R1curz·AOu·t;--orcK:eco·.,.,.., Software eopytlglll ENERCALC. INC. 1983-2020, 8Uil<W.20.8.24 Fb + Fb - Fc • Prll Fe -Perp Fv Ft 875.0psl 875.0psl 600.0psi 625.0psi 170.0psi 425.0psl . - E : Modulus of Elasticity Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31.210pcf t ------.---------D~(0_.1_4~4~_1,.!~(0_._16~)--------•·----------~ • - I .I ~ .. ~plied Loads ............. . Beam self weight calculated and added to loads 6x6 Span= 8.0 ft Service loads entered. Load Factors will be applied for calculations . ............................................... . ........................................................................... . Uniform Load : D = 0.1440. Lr -= 0.160 , Tributary Width -= 1.0 Fl, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.98l 1 6x6 1,075.16psi 1,093. 75psi +D+Lr 4000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.150 in Ratio= 0.000 In Ratio = 0.290 In Ratio= 0.000 In Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 641 >=360 0<360 330 >=240 0<240 Design OK 0.258 : 1 6x6 54.85 psi 212.50 psi +D+Lr 7.562ft Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values ..... ...... Cd C FN C1 Cr Cm Ct CL ... ii . ·ni -F'b Segment Length Span# M V V fv F'v DOnly 0.00 0.00 0.00 0.00 Length ~ 8.0 rt 0.662 0.174 0.90 1.000 1.00 1.00 1.00 1.00 100 1.20 521.23 787.50 0.54 26.59 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 fl 0.983 0.258 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.48 1,075.16 1093.75 1.11 54.85 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.856 0.225 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.16 936.68 1093.75 0.96 47.79 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 fl 1 0.223 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 312.74 1400.00 0.32 15.96 272.00 Overall Maximum Deflections Load Combination Span Max.·.• Defl Location in Span Load Combination Max.·+· Defl Location in Span 1D1Lr 1 ·-·~ o:2<104 4029 . ---•-y••··· ---... -----------· ., 0.0000 ---o]oo Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 ,,,... ' ,.,.,,. "' ... .,_ , .... _ ..... ' ,. _________ __,,~ !,Wood Beam DESCRIPTION: RH-3 Vertical Reactions Load Combination OveralfMAXimum ...... Overall MINimum 0 Only +O+IJ ~o~o.750Lr t0.60D Lr Only ' ,, ,,, su'i,i,ort i 1.24i 0.640 0602 1.242 1.082 0.361 0.640 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-7 • F,'.[e:J2J07r: RODRlGUE:ZJIDU'& 01:Cl(ecl,"' Soft~e ~ ENERCAlC. INC. 1983,2020. Build;l2.20.$,24 Suppol1 notalion: Far lefl Is #1 Values in KIPS Support 2 ''''"fi4i'' 0.640 0.602 1.242 1.082 0.361 0.640 V-8 I,.~ LOVELACE -ENGINEER I NG SHEET NO. _________ OF _____ _ CALOUV. TOO BY N.S. 0,\TE _____ _ STRUCTURAL ENC INEEAI NQ SERVICES CHECKEO B'f _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 p/lONJ 858.535.9111 • fax 858.535.1989 • www.lovolaceeng.com SCALE ________________ _ LEVEL, -'--f--'-l00=·=12'------- MEMBERS, ,..JO""l'-'$1:...___ ___ _ !SEE GODE CHEGK GALC.ULATIONS THAT FOLLOl----ll MARK, D I-.L..... SPAN= .. ,~·_O __ FT. 6RID LINE, ___ l'8] RJLL SPAN UNIFORM LOAD WI D= C IS PS¥' X 3 PT) = \.\S'" .... D (plf) L= l.'1.0J:££.ll.,,,,$:...Jf_T_;_:) ________ _:=:______!1/...4_~ L W2 D== ( '-I PSF) (3Fi) -l'.cl, o (pit) L::: ________________ = ___ !,!.tr,___ L +-•-1~· ._i __ _J,_ .. J==" I H3 D= __ ..... . ............. . = _______________ D 2' (plf) L= = Lr L Pl D :. ___________________ =:.__ __ D t-'toxlrrum Reactions (lbs) {lbs) L= --l..r D Lr L P2 D=---··· .. ················-= ~ R1=~~0.1 I <::,G,o I ,,t,&, L= -, -L Rr=. 110 . . 4 So. I LJSE,~5.__tf # I OR I f<nl ,..__....___-"-----' MARK, kB-.1.... SPAN= ..... r3$yr. eRID LINE, ___ ~ FULL SPAN UNIFORM LOAD WI D =(330/3 Ff) PLF (DI-\) (plf) L=_{,:i~/:3 FT'} t" LF' ( OJ -1) = ;:: j lO D Lr, :QO L W2 D = __________________ _.::.:.,-__ D (plf) L = -Lr L H3 D= = D (pif) L=------------···········---=--_,L"-'-r'''--L .. -, ., Pl D= ___________________ = __ o Maximum Reac.ttons (lbs) (Im.) L= = Lr, D Lr L ~ ~: -:. :,'Rm ~FO:I ~: I 1~~ I usE, \\) c;·x 1cr• Site l OR · . ~ _ . ~ MARK, DB~ pl _ SPAN= '-t • 5" PT. HI D=(IS PS~){;FT} <pifJ L=JG-tO 5f H3 fn eRID LINE: __ _ :::: Y5 ... D Lr,if:O L W2 D= ___________________ =:;;;._ __ D (pit) L=-----------------=----Lr:..,___ L H3 D = ___________________ =.= __ D I 3·5" "I•~' (pll) L=------=--------'--·----=--'---__i,1.£.,__ ··-L ,t ,,tr ,t Pt [)=~SO lb [(?B-C! =;,' = ~-~ .. o Haxlrwm Reac.tlons (lbs) (I~) L= i1,l'~O lb CP~~•) @__,.. ::: Lr.~l1iO L D Lr L ~~ ~: = ~--- 0 1' ;:r~1 1 ~·1 I USE: w~x l{!_sT tEl-OR HS5 :+'"xi-::fx l/$...,_ . r-m{ . -- Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-9 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project ID: J21071 Project Descr: , ................................... _~~--~~ ...................... ,. ................... .....,......,........._.,.._..._ .... ., ..... -,. ...... ,... • ........ •· ........ . . .. . F[e:J21"07r:·RoDRIGUE':tADU&t>E:Cl(ec6 .. I. Wood Beam SO!tware~Oj))Tlght ENERCAtc.1Nc.19s3.2oi.o. sw1d;12.2os.2, DESCRIPTION: DJ-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 Load Combination Set : ASCE 7-16 Material Pro erties . . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elaslicily Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fc · Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 4x8 4x8 Span= 2.0 ft Span= 6.0ft Ebend-xx 1,600.0 ksi Eminbend -xx 580.0k.si Density 31.210pcf ... _Applied Loads Service loads entered. load Factors will be applied for calculations . .... __ _ Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = o.o, 50, L = 0.060 ksf, Tributary Width = 3.0 ft Partial Length Uniform Load : D = 0.0120 klfl. Extent = 0.0 •·>> 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.192 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual 337.44psi fv: Actual Fb: Allowable 1,755.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span 3.318ft Location of maximum on span Span t where maximum occurs Span# 2 Span IJ where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio= 3294>=360 Max Upward Transient Deflection -0.014 in Ratio= 3432 >=360 Max Downward Total Deflection 0.029 in Ratio= 2445>=240 Max Upward Total Deflection -0.019 in Ratio= 2548>=240 Maximum Forces & Stresses for Load Combinations .............. , .............. Load Combination Max Slress Ratios Momeni Values Segment Length Span# M V Cd C FN C1 Cr Cm Ct CL M lb DOnly Lenglh ; 2.0 ft 1 0.031 0.0bb 0.90 1.300 100 1.00 1.00 1.00 1.00 0.12 48.92 Length = 6.0 ft 2 0.055 0.066 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 86.97 +D+L 1.300 1.00 100 1.00 1.00 1.00 Length ~ 2.0 ft 1 0.108 0.230 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 189.81 Length = 6.0 ft 2 0.192 0.230 1.00 1.300 1.00 1.00 1.00 1.00 1,00 0.86 337.44 tDt0.750L 1.300 1.00 1.00 1.00 1.00 1.00 Lenglh c 2.0 ft 1 0.070 0.150 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.39 154.59 Length = 6.0 ft 2 0.125 0.150 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.70 274.82 •0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Lenglh = 2.0 ft 0.010 0.022 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 29.35 Desi n OK 0.230 : 1 4x8 39.13 psi 170.00 psi +O+L 2.000ft Span I 1 Shear Values V Iv F'v 0.00 0.00 0.00 0.00 1579.50 0.17 10.09 153.00 1579.50 0.17 10.09 153.00 0.00 0.00 000 0.00 1755.00 0.66 39.13 170.00 175500 0.66 39.13 170.00 0.00 0.00 0.00 0.00 2193. 75 0.54 31.87 212.50 2193.75 0.54 31.87 212.50 0.00 0.00 0.00 0.00 2808.00 0.10 605 272.00 Lovelace Engineering, Inc. Project TiUe: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 V-10 10509 Vista Sprrenlo Pkwy, Sle.102 San Diego, CA 92121 Project Descr: DESCRIPTION: DJ-1 Load Combinalion Max Slress Ratios Segment Length Span I M v ... •····.. . .. . Length = 6.0 It 2 0,019 0.022 Overall Maximum Deflections • • • •m•-••••••m•••,.,n • ••-,•m•••••m •-••• ••••••m•u •• Load Combination Span •D+L Vertical Reactions Load Combinalion Overall MAXlmum Overall MINlmum DOnly +D+L ,D,0.7501. •0.600 LOnly ............. ············1· 2 -· ... > -. . .... ~-= .. ·•~==r:ne:J21071 ";·RoORIGOE'l.ADU·&o·rc1(ec6"' Ci Cr 1.00 1.00 ................ , ............................ . Cm 1.00 C 1 CL 1.00 1.00 Max. • -· Den Location In Span Load Combination SOftwilreeopyrlghl ENERCALC, INC. 19e3--202ll. lluild:12.10.8,24 . . . Moment Values Shear Values M fb F'b V Iv F'v 0.13 52 18 2808.00 0.10 6.05 272.00 Max. • + • Den Location in Span 0.0000 0.000 ................ --~'o,L · ............ -........ ·· ................... ·· ................... ~c,:o,-sa ······· ····· ··········· · .... o·.·ooo"••·• ·· 0.0294 3.151 0.0000 0.000 Support notalion : Far lefl Is #1 Values In KIPS Support 1 Support 2 Support 3 1.293 0.647 0.960 0480 0.333 0.167 1.293 0.647 1.053 0.527 0.200 0.100 0.960 0.480 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-11 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project ID: J21071 Project 0escr: i Steel Beam I.. ·~········Fue:J210n:·RooR1Gorz,mu·&·o1:cK.-ecr~ Sollwilreeopyrfgll! ENERCALC, INC. 1983-i020. 8uil<1:12.20.8.24 ... , ' DESCRIPTION: DB-1 CODEREFERENCES_ . Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Mater./~.1 ... F.>.t~P~~.les .................. . Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Span =· 13.250 tt . ........ . Fy : Steel Yield : E: Modulus: . . 50.0 ksi 29,000.0 ksi ··········•··•·····~····---------....... , Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self welQht calculated and added to loadinQ Uniform Load: D = 0.110. L = 0.320 k/ft, Tributary Width = 1.0 ft, (DECK JOISTS) DESIGN SUMMARY Maximum Bending Stress Ratio : Section used tor this span Mu : Applied Mn • Phi : Allowable Load Combination Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.362: 1 W5x19 14.633 k-ft 40.454 k-ft + 1.200+ 1.60L 6.625rt Span# 1 Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.292 In Ratio = 0.000 in Ratio= 0.410 in Ratio= 0 .000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span I M V max Mu+ max Mu• .................................. ................................ •1.40D Dsgn. L ~ 112s n 0.098 0.029 3.96 t 1.20D+ 1.60L Dsgn. L = 13.25 ll 0.362 0.106 14.63 +1.20D+L Dsgn. L = 13.25 ft 0.258 0.075 10.42 + 1.20D Dsgn. l ~ 13.25 fl 0.084 0.025 3.40 +0.90D Dsgn. L = 13.25 fl 1 0.063 0,018 2.55 Overall Maximum Deflections Load Combination +O+i.. Span , . Max.·.· Deft ii:'4101 Location In Span i'i:663 . 543>~360 0 <360 388 >=240. 0 <240.0 Summary of M~ment Va.lu.~s .... Mu Max Mnx Phl"Mnx 3.96 44.95 40.45 14.63 44 95 40.45 10.42 44.95 40.45 3.40 44.95 40.45 2.55 44.95 40.45 Load Combination Vertical Reactions SupPon notation: Far lert Is #1 Load Combination nve,allMAXimum · Overall MINlmum DOnty +D+L +D+0.750L +0.600 Support 1 Suppon 2 ····················2:m ·····-rm 0.513 0 513 0.855 0.855 2.975 2.975 2.445 2.445 0.513 0.513 Cb 1.14 1.14 1.14 1.14 1.14 Rm 1.00 1.00 1.00 1.00 1.00 Desi n OK 0.1 06 : 1 W5x19 4.418 k 41.715 k + 1.200+ 1.60L 0.000 ft Span Ii 1 .. Summary of Shear Values VuMax Vnx Phl·vnx 1.20 41.72 41. 72 4.42 41.72 41.72 3.15 41.72 41.72 1.03 41.72 41.72 0.77 41.72 41.72 Max.·+· Defl .... ... 0 ()()(X) location In Span · o.ooo······ Values In KIPS '•" I Lovelace Engineering, Inc. 10509 Vista Sprrenlo Pkwy, Sle.102 San Diego, CA 92121 DESCRIPTION: DB-1 Vertical Reactions Load Combination Support 1 Support 2 Tbiiiy· . .. ................................. . ·2.l20·· ............. 2.120 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-12 Support notatlon: Far left Is #1 Values In KIPS Lovelace Engineering, Inc. 10509 Visla Sprrenlo Pkwy, Sle.102 San Diego, CA 92121 Project Title: Engineer: N.S. Project ID: J21071 Project Descr: V-13 [Steel Beam ,. ................................................. ······· .. ·--····-····-------------i:11e:·"J21··::eco····, L Sonw.v~ lgll ENERCALC, INC. 1983-2020, Build;J2.20.8.24 t. ti I DESCRIPTION: 08-2 . ~QP.J= B~F~RIF..N~g$ .. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties ·············---- Analysis Method: Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D(O 85)ll (2.12) I HSS7x4x1/8 Span = 3.50 It Fy : Steel Yield : E: Modulus: HSS7x4x1/8 Span = 4.50 ft 50.0 ksi 29,000.0 ksi Applied .. Loads Service loads entered. Load Factors will be applied for calculations. Beam selr weiqht calculated and added lo loadinq Loads on all spans ... Uniform Load on ALL spans : D = 0.0450, L = 0.180 k/fl Load(s) for Span Number 1 Point Load: D = 0.850, L = 2.120 k@ 2.0 ft. (DB-1) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.462: 1 HSS7x4x1/8 8.779k-ft 18.987k-ft t 1.20D+ 1.60L 3.500ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied 0.110in Ratio = -0.017 In Ratio = 0.152 In Ratio= -0.023 In Ratio= Vn • Phi : Allowable Load Combination Localion of maximum on span Span# where maximum occurs 763 >=360 3,209 >=360 554 >=240. 2309 >=240. Maximum Forces & Stresses for Load Combinations Design OK 0.136:1 HSS7x4x1/8 5.647 k 41.668 k + 1.20D+ 1.60L 3.500 ft Span# 1 Toad ciiiiiiiiiiaiion · ··· Max siress Ratios ·•· ............................... ,. . . ..... ·.·.......... ~U.fl'.l~ary~f~()O)fl~tya1~~~···· .~~ITir.11~.f)' o(Sh.ear Valy.es . VuMax Vnx Phl'Vnx Segment Lenglh +1.40() .. Span# M V max Mu + max Mu • Mu Max Mnx Phi'Mnx Cb Rm Dsgn. L = 3.50 n Dsgn. Ls 4.50 ft t 1.20D+ 1.60L Dsgn. L = 3.50 fl Dsgn. l = 4.50 ft + 1.20D+L Dsgn. L = 3.50 n Dsgn. L = 4.50 ft + 1.20D Dsgn. Ls 3.50 ft Dsgn. L = 4.50 ft +0.90D 1 2 1 2 1 2 1 2 0.11 8 0.118 0.462 0.462 0.327 0.327 0.101 0.101 Dsgn. L = 3.50 ft 0.076 Dsgn. L = 4.50 fl 2 0.076 Overall Maximum Deflections Load Combination t D+L Span 0.035 0.016 0.136 0.066 0.096 0.046 0.030 0.014 0.022 0.010 .... Max.•.· Den 0.1517 -2.25 -2.25 -8.78 ·8.78 ·6.21 ·6.21 -1.93 ·1.93 · 1.45 ·1.45 Location In Span 0.000 . 2.25 2.25 8.78 8.78 621 6.21 1.93 1.93 1.45 1.45 21.10 21.10 21.10 21.10 21.10 21.10 21.10 21.10 21.10 21.10 Load Combination 18.99 1.00 1.00 18.99 1.84 1.00 18.99 1.00 1.00 18.99 1.88 1.00 18.99 1.00 1.00 18.99 1.88 1.00 18.99 1.00 1.00 18.99 1.84 1.00 18.99 1.00 1.00 18.99 1.84 1.00 1.45 46.30 41.67 0.67 46.30 41.67 5.65 46.30 41.67 2.74 46.30 41.67 4.00 46.30 41.67 1.93 46.30 41.67 1.25 46.30 41.67 0.57 46.30 41.67 0.94 46.30 41.67 0.43 46.30 41.67 Max.·+· Den 0.0000 Location In Span 0000 Lovelace Engineering, Inc. 10509 Vista Sprrenlo Pkwy, Ste.102 San Diego, CA 92121 I. Steel Beam . . DESCRIPTION: DB-2 Overall Maximum Deflections Load Combination Span Max.·.· Deft 2 0:0000 Vertical Reactions Load Combination Support 1 Suppor12 Over.ill MAXimum 5.624 Overall MINimum 0.910 DOnly 1.517 +D+L 5.624 +D+0.750L 4.597 +0.600 0910 L Only 4.107 Project Tille: Engineer: N.S. Project ID: J21071 Project Descr: V-14 • •••••• ·-·· •••• • •w • "file:]21 •.ec6' . s«lt,ilf'e lgtlt E.NERCA.LC. INC. 1983-2020. IMd:12.208.24 . . Location in Span Load Combination Max. • + • oen Location in Span 6.000 iDtL .... ij .0234 1.836 Support notation : Far left Is #1 Values in KIPS ............................................................................................ , .... Support 3 -0.782 -0.141 ·0.235 -0.782 .Q.645 -0.141 -0.547 V-15 LOVELACE ENGINEERING SHEETNO. _________ CF _____ _ CALCULATED BY N.S. DATE _____ _ STRUCTURAL ENCINEERINO SERVI CES CkECKE08Y _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 pl,000 858.535.9111 • fax858.53&.1989 • www.lovelaceeng.com sc.t.te ________________ _ LEVEL, no"""o-'-R ____ _ MEMBERS, H~.._P$.,__ __ !SEE CODE CHECK GALC.ULATIONS THAT FOLLOH! MARK, PH-I SPAN= 5-0 FT. &RID LINE, ~ FULL SPAN UNIFORM LOAD v-11 o= . .U?l . ..5f Xo":tt2 F"Tl + ( J(J) PSf'.'. )(1-s-·H) -· 236 o (plf) I..= ...10.QfiS £ }(i2::l l'2 N) t { UI i)S(){ 1• S: (f ) -:?@ Lr, -L W2 D,,, ___________________ -. __ ··---·-·· D t (pit) L = ________________ __:=::__ _ _1Lr.,,._ ..... _____ ... __ L l "'6 D= ____________________ -::..._ __ o (plF) l-=----------------==---~l£,.__ L ·{'--------+,'· Pl D= ___________________ _:-:__ __ o Maximum Re.ac,tJons (lbs) (lbs) L= = 1 r D Lr L P.2 o: -~ R1:~ "9P I 3s:o I I (lbs) L=· ..... ·······•······----_..•.,__ r __ L Rr-,W t:\Q'--+· _i_.;,.~..;;;....;..o-+·---1- 1 USE: Yx~ OR ·-··· I Rm ,__ _ _.___ _ __.___ _ _j MARK, C:-H-:1 SPAN= ~-Q FT. &RID LINE: ___ 0 FtJLL SPAN UNIFORM LOAD WI D= . .LJ..:Lf:'5..E1(lfi!ZB) = l~G o (plf) L=~l~EJ0f2.l£, ...... £.....,f_,,_}____ -Lr, 3 C.,0 L W:2 D=~/~fT )f.?lf [D:r-tJ ... S'=r .. D (plf) L=U8b/3 F"1' )Plf Cb::s-\':) -Lr,k,,D L vG D=---------------······································=---D (plF) L = _______________ __;:= ____ _,!lr::!.L,_ __ L -.. ~··-------...JI.;· .. Pl D= ___________________ -___ o Maximum Reactions (lbs) Ot:>sJ L= ·-Lr L D Lr L :~ ~= -~--D,' ;:1 ;,:;, I 1,~i I I USE: '--iXB DE-iii OR . ,_~ . . MAR.Ki Eli.::3._ SPAN= e .o FT. eRID LINE: ---[8FULL SPAN UNIFORM LOAD WI D =lJ.ei ... F§f ){ l~I~ . ..r_I . ..L.\· ___________ =;:.:__,\~3=6_D <p,r> L= (aD es.~)(ls n f'T l = 1s0 1.r. _ L w.2 D= (1-:u,1=3 r-r 1 ru-[ b r-1 J = s~ _ o (plf) L=~L3. r, ) t'l~ L t>J-Q == Lr, ~lPO L ve o ;;_· ------------------==-----o (plf) L=------------···················--=----=Lr'..J..-__ L .. '1 Pl D= __________________ ....:-=----o MoxJmvm f<.eQG,tfons (lbs) /lb5)L:: = Lr L D Lr L P2 D= = o 1<.1= ~o ~oo ~a n~J L= -, ~,. __ ....... L 'Rr-= =l<:iO '1,oo <.?40 I vsE, L-1 xa oR I Rn,::.__ _ _.__~ _ __, Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-16 Wood Beam ..... F[e;J2:10lr:RoD~IGUE2A'OU&'DfCl(ec1i' .. SOlll'-'<il'e ENERCALC. INC. 1983-2020, Bllild:12.20.8.24 DESCRIPTION: FH-1 CODE REFERENCES ................ -~---........... .. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 .... Material Prop_~~'-~-~ .... Analysis Melhod : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Fb + Fb- Fe· Prll Fe. Perp Fv Fl Span= 5.0 ft -I· ______ ...................................................... .. • 875psi E: Modulus of Elasticity 875psi Ebend-xx 1300ksl 600psl Emlnbend • xx 470ksi 625psi 170psi 425psl Density 31.21 pcf .... Appliedloa_d_s _______ _ Service loads entered. Load Factors will be applied for calculations . .. ........................................... ....... ..... .. ............. . Beam self weight calculated and added to loads Uniform Load : D = 0.270, Lr = 0.30 , Tributary Width = 1.0 ft. (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.864: 1 Maximum Shear Stress Ratio 0.430 : 1 Section used for this span 4X6 Section used for this span 4x6 fb: Actual 1,220.20 psi fv: Actual 91.44 psi Fb: Allowable 1.411.48psi Fv: Allowable 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span 2.500ft Location of maximum on span 0.000ft Span If where maximum occurs Span I! 1 Span fl where maximum occurs Span If 1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 891 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.129 In Ratio= 466>~240 Max Upward Total Deflection 0.000 In Ratio = 0<240 Maximum Forces & Stresses for Load Combinations --Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr C rn C I CL M ...... . fb F'b V Iv F\I DOnly 0.00 0.00 0.00 0.00 Length = 5.0 rt 0572 0.285 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.86 582.66 1018.55 0.56 43.66 153.00 +O .. Lr 1300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 0.81>4 0.430 1.25 1.300 1.00 1.00 1.00 1.00 0.99 1.79 1.220.20 1411.48 1.17 91.44 212.50 +D+O. 750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 n 0.752 0.374 1.25 1.300 1.00 100 1.00 1.00 0.99 1.56 1,060.81 1411.48 1.02 79.50 212.50 .-0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.194 0.096 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.51 349.59 1802.32 0.34 26.20 272.00 Overall Maximum Deflections Load Combination ♦-O•Lr · Span 1 Max.·.· Deft ·0:1287 Location in Span Load Combination Max."+" Deft Location in Span 0.000 ·-·-· }sis .. -·------· .... -. --___ .. _ ... ·-···· -·--. ---0.0000 t.n I Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-17 . ·-· ·-· 'FlfiiJ210lr=RODRfGU£ZAOU't/DE'CK:ecr· SQftwareeopyrlgo( ENERCALC. INC.1983-2020. Build:12.20.8.24 DESCRIPTION: FH-1 Vertical Reactions Support notation : Far left is #1 Values in KIPS .......... ········•········ Load Combination 0veriiifMliximum ····· Overall MINimum D Only +D+Lr .o.o.750Lr t0.60D Lr Only · ·· ······ ·· supiioii, support ..................... ··············,:435· ··T435· 0.750 0.750 0.685 0.685 1.435 1.435 1.248 1.248 0.411 0.411 0.750 0.750 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-18 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project ID: J21071 Project Descr: !Wood Beam ifii':]2l!l7l:'RODRIGUE1ADU&"orCJ<:ecli"'" Softw.¥'ecocyriglll ENERCALC. INC. 1983-2020, Buikl:12.20.8.24 DESCRIPTION: FH-2 CODE REFERENCES .................................................. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 .... Material Propertie_s __ _ . . Analysis Method : Allowable Stress Design Fb + 1,350.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb-1,350.0 psi Ebend-xx 1,600.0ksl Fe· Prll 925.0psi Eminbend -xx 580.0ksi Wood Species : Douglas Fir-Larch Fe• Perp 625.0psi Wood Grade : No.1 Fv 170.0psi Ft 675.0psl Density 31.210 pcf Beam Bracing : Completely Unbraced v ' D(0.057i L(0. f6) t v " D(0.126~ L(0.36) ~ 4x8 Span= 6.0 ft Applied .. Loads ................................ . Service loads entered. Load Factors will be applied for calculations. ......................................................................................... . ........................................................................................ . Beam self weight calculated and added to loads Uniform Load: D = 0.1260, L = 0.360 , Tributary Width ='1.0 fl. {FLOOR) Uniform Load : D = 0.0570, L = 0.160 , Tributary Width = 1.0 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.720 1 4x8 1,247.79psi 1. 732. 67 psi +D+L 3.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.086 In Ratio= 0.000 in Ratio= 0 .117 in Ratio= 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 839>=360 0<360 616 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rallos Moment Values ...................................... Segmenl Length Span# M V Cd CFN C1 Cr Cm Ct CL M lb DOnly Length • 6.0 fl 0.213 0.175 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.85 331.98 +D+L 1.300 1.00 1.00 1.00 1.00 0.99 Length " 6.0 ft 0.720 0.593 1.00 1.300 1.00 1.00 1.00 1.00 0.99 3.19 1,247.79 +D+0.750L 1.300 100 1.00 1.00 1.00 0.99 Length = 6.0 fl 0.472 0.388 1.25 1.300 1.00 1.00 1.00 1.00 0.98 2.60 1,018.84 +0.60D 1.300 100 1.00 1.00 1.00 0.98 Length " 6.0 ft 1 0.073 0.059 1.60 1.300 1.00 1.00 1.00 1.00 0.98 0.51 199.19 Overall Maximum Deflections Load Combination Span Max.·.• Den Location In Span Load Combination +b+C 1 0:111>9 3:bi2 ... Design OK F'b V 0.00 0.00 1561.80 0.45 0.00 0.00 1732 67 1.71 0.00 0.00 2156.81 1.39 0.00 0.00 2742.17 0.27 Max.;~; 0en 0:0000 .. 0.593: 1 4x8 100.88 psi 170.00 psi +D+L 0.000ft Span # 1 Shear Values fv 0.00 F'v 0.00 26.84 153.00 0.00 0.00 100.88 170.00 0.00 0.00 82.37 212.50 0.00 0.00 16.10 272.00 Location In Span 0.000 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-19 !Wood Beam .................................................. ___ ..... , .......... , ..... , ........... , .... , ... , ..... _~---~--~~Fife:J21()7f:~oDRIGUtZADU&IJl:CK.eco·"·, DESCRIPTION: FH-2 Vertical Reactions Load Combination 0viira11 M'Axtmiim Overall MINimum DOnly +D+L ,D,0.750L t0.60D L Only Soltw.ve C011Yril#lt ENERCALC, INC. 19e3-20~; 8ijijd:12.2M24 Supporl notation: Far lefl Is #1 Values in KIPS Support 1 .... Support 2 . .. ............ ....... . ..... ................ ..... . .. .. ·- ··········· .. :t:125 ..... :2125 ......... ... .. . 1.560 1.560 0.565 0.565 2.125 2.125 1.735 1.735 0.339 0.339 1.560 1 .560 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 i Wood Beam t, DESCRIPTION: FH-3 CODE REFERENCES Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-20 ·········• .. ··•·· .. -•-w ........... ...,.,...__,..,_,.,.,_ ....... ., ........ ., ........ ., ...... 1:ffii:J2f07fiRODRICUEZAnff&OEClGic6 -..., Softl¼lle oopyilgtlt ENERCALC. INC. 1983-2020. Build:12.20.8.24 . . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ....... Material .Properties . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced ♦ .... Applied Loads Beam self weight calculated and added to loads Fb + Fb • Fe -Prll Fe -Perp Fv Ft D(0.057t L(0.16) D(0.135) Lr(O 15) 4x8 Span= 8.0 ft 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psl E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf Service loads entered. Load Factors will be applied for calculations . ........ ,.......................................................... . .......... . Uniform Load : D = 0.1350, Lr = 0.150 , Tributary Width = 1.0 fl, (ROOF) Uniform Load : D = 0.0570. L = 0.160 , Tributary Width = 1.0 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span ff where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Denection Max Downward Total Deflection Max Upward Total Deflection -0.997: 1 4x8 1,119.32psi 1,122.58psi +D+L 4.000ft Span fl 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.103 in Ratio= 0.000 in Ratio = 0.276 in Ratio= 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 935>=360 0<360 347 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rallos Momeni Values Segment Length Span I M V Cd C FN C1 Cr Cm CI C L M lb DOnly Length • 8.0 fl 0.611 0.261 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.58 618.36 +O+L 1.300 1.00 1.00 1.00 1.00 0.99 Length = 8.0 fl 0.997 0.425 1.00 1.300 1.00 1.00 1.00 1.00 0.99 2.86 1,119.32 +OtLr 1.300 1.00 1.00 1.00 1.00 0.99 Length = 8.0 fl 0.779 0.330 125 1.300 1.00 1.00 1.00 1.00 0.98 2.78 1.088.01 +O+O. 750Lr +0.750L 1.300 1.00 100 1.00 1.00 0.98 Length = 8.0 ft 0.964 0.409 1.25 1.300 1.00 1.00 1.00 1.00 0.98 3.44 1,346.31 +0,0.750L 1.300 100 1.00 1.00 1.00 0.98 Length = 8.0 fl 0.772 0.328 1.15 1.300 1.00 1.00 1.00 1.00 0.98 2.54 994.08 +0.60D 1.300 1.00 1.00 1.00 1.00 0.98 Length = 8.0 fl 0.209 0.088 1.60 1.300 100 1.00 1.00 100 0.98 0.95 371.02 F'b 0.00 1011 .94 0.00 1122.58 0.00 1397.16 0.00 1397.16 0.00 1287.70 0.00 1775.84 Design OK V 0.00 0.67 0.00 1.22 0.00 1.19 0.00 1.47 0.00 1.08 0.00 0.40 0.425: 1 4x8 72.19 psi 170.00 psi +D+L 7.416ft Span fl 1 Shear Values rv 0.00 F'v 0.00 39.88 153.00 0.00 0.00 72.19 170.00 0.00 0.00 70.17 212.50 0.00 0.00 86.83 212.50 0.00 0.00 64.11 195.50 0.00 0.00 23.93 272.00 Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 !wood Beam L DESCRIPTION: FH-3 Overall Maximum Deflections Load Combination Span 1 Max .• _. Oen 0.2759 ........ . ... ····-··· Location In Span 4.029 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-21 Project ID: J21071 Project Descr: Load Combination _,, ''""''"'' f'.ile;J2i07f:RoORrGUE':tA'D'U&'D'tCK.'iico Sol!Ware~ ENERCALC. INC. 1983-2020. Buikt12.20.8.24 • Max. • + • Den Location in Span . ci.0000 .. 0.000 ◄·0◄·0. 750Lr +0.750L Vertical Reactions Load Combination Support notation : Far left is i1 Values in KIPS Overall MAXlmum Overall MINimum DOnly +D+L +O+Lr +O+O. 750Lf+0.750L +D+0.750L +Q.60D Lr Only LOnly Support 1 1.720 0.640 0790 1.430 1.390 1.720 1.270 0.474 0.600 0.640 Support 2 1.720 0.640 0.790 1.430 1.390 1.720 1.270 0.474 0.600 0.640 LOVELACE ENGINEERING STRUCTURAL ENCINEERINO SERVICES 10509 Visn Sorrento Parkway, Suite 102, San Diego, CA 92121 phOne 85a535.9111 • fax 85lt5::15.1939 • www. lovelnooong.oom LEVEL, FlQOf. MEMBERS: _ttf:.'8Dt;£$... _______ MARK, Frt -t.t 5PAN= ,.o FT. V-22 SHEETNO. _________ OF _____ _ CALCUlATt:OSY ______ ..,,.Nc.:.:,.S:,..:,._ DATE _____ _ CHECKEOBY _________ Oo'.TE _____ _ SCA~----------------- !SEE CODE CHECK CALCULATIONS THAT FOLLOW! <SRID LINE: ~ FULL SPAN UNIFORM LOAD Y'll D:(l~ P5F)( ;l,t;l FT) (plf) L= Cao P',Sf){;)..=t/),fr} ± l!f? PS~ )(l•S-Er) = 3-j_Q__ D ~t: {;)(J W }[ I· S' f 1 L...:: . .3..42-L4--__ L f :1: .c ..L t W2 D= -· D (plf) L:::: = ,,. L H:3 D= = D (plf) L= -Lr..., ___ L ,. ~ 1 , Pl D= = D Maximum Reactions (lbs) ···"· (lt::>5) L= = Lr L D Lr L P2 D = = D ~j~s;: I i%_1 I (lbf;J L"' -'~ l I USE: Ltxe OR I MARK: SPAN= FT. eRID LINE, 0 FULL SPAN UNIFORM LOAD ~I D-= D (pll) L= = l.,r:t--,.__ L ................................................................... .. .. ~~., W2 D== = D f t /plf) L::: = Lr L H3 D= _______ -D <plf> L= = ' ~ Lr L ~ , Pl D= = D Maximum Reac.tlon5 (tbs) <lb9J L= = 1,r.,_ _____ -L D Lr L P2 D= -D ~ I I I <lbsJ L= -Ir L I USE, OR I MA-RK, 5PAN= FT. eRID LINE, 0 FULL SPAN UNIFORM LOAD WI D => = D (plf) L= ;::: Lr L W2D= -D t t (plf) L = ;::: Lr L HB O= == D fptr> L= = ' ~ -Y•••so-••••• ···--······•······~-••H•••••••<o••oy••H•< •• ··~--··· .. , ............ Lr •--••~••••v••-L ., t Pl D-= = D Maximum Reac.trons (lbs) (tbt,J L = = L(, ·-·--L D Lr L P2 D : ;: 0 :~ I I I <~J L: -tr L I USE, OR I Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 1 ··•··--·--· i WoodBeam L DESCRIPTION: FH-4 CODE REFERENCES ....................... ~ ..... Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 ..... '!'-~!~rial Prop.~rt_i_e_s __ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Beam Bracing : Completely Unbraced Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. V-23 Project ID: J21071 Project Descr: ""Fllii:Jll07r:·RoORIGUE"Z'ADU&'DfCICecl,·• Softwa{etopyl1ght ENERCALC. INC. 1983-2020. 8Uild;ll,2D.8.Z4 Fb + Fb - Fe -Prll Fe -Perp Fv Ft 875.0psl 875.0psl 600.0 psi 625.0psi 170.0psi 425.0psl • E : Modulus of Elasticity Ebend-xx 1,300.0ksl Eminbend -xx 470.0ksl Density 31.210pcf 0(0.27~ Lr(0.3) 4x8 Span = 6.0 ft .... Applied Loads .................................... . Service loads entered. load Factors will be applied for calculations. .. .... ..... ................................................................. ....................... .. ............... . Beam self weight calculated and added to loads Uniform Load : D = 0.270, Lr = 0.30 . Tributary Width = 1.0 rt, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combinalion Localion of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.722 1 4x8 1,013.55psi 1,403.78 psi +D+Lr 3.000ft Span 11 1 0.061 in 0.000 in 0.117 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 1182 >= 360 Ratio = 0<360 Ratio= 616>=240 Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Slrcss Ratios Moment Values ................... -··· .. ·-" Segment Length Span A M V Cd C FN C1 Cr Cm C t CL M lb DOnly Length ~ 6.0 ft 0.478 0.256 0.90 1.300 1.00 1.00 1.00 1.00 0.99 1.24 485.20 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 0.722 0.386 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.59 1,013.55 +D+0.750Lr 1.300 1.00 100 1.00 100 0.99 Length ~ 6.0 fl 0.628 0.335 1.25 1.300 1.00 1.00 1.00 1.00 0.99 2.25 881.46 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 Length = 6.0 ft 1 0.163 0.087 1.60 1.300 100 1.00 1.00 1.00 0.98 0.74 291.12 Overall Maximum Deflections i:oad coiniiination ·· ..................... ................... Load Combination Span Max.·-· Deft Location in Span •·• ♦-o.i.r -, 0.1168 3.022 • -•• A• ,.__, •~•• ·-.. --.--¥••· ~ F'b 0.00 1014.92 0.00 1403.78 0.00 1403.78 0.00 1788.41 Design OK 0.386 : 1 4x8 81 .95 psi 212.50 psi t O+Lr 0.000ft Span If 1 Shear V alucs ················· V fv F'v 0.00 0.00 0.00 0.66 39.23 153.00 0.00 0.00 0.00 1.39 81.95 212.50 0.00 0.00 0.00 1.21 71.27 212.50 0.00 0.00 0.00 0.40 23.54 272.00 Max.·+· Den Location In Span 0.0000 6.000 .... ' Lovelace Engineering, Inc. 10509 Vista Sprrento Pkwy, Ste.102 San Diego, CA 92121 Project Title: RODRIGUEZ ADU &DECK Engineer: N.S. Project ID: J21071 Project Descr: V-24 ... rilii:'J21011·;·RoORIGOE't"AOU'8iOtCl(oc'6'' SOIIWareCQllY)ight E.NERCALC, INC. 1983-202\), !3$12.20.ai4 Support notation : Far lefl is #1 Values in KIPS DESCRIPTION: FH-4 Vertical Reactions Load Combination 0veraifMAxiiiiiiiii Support 1 Support 2 T726 ... .. T12'6 . Overall MINimum 0.900 0.900 D Only 0.826 0.826 +D+Lr 1.726 1.726 t0+0.750Lr 1,501 1.501 10.600 0.496 0.496 Lr Only 0.900 0.900 RODRIGUEZ ADU LATERAL DESIGN I~ LOVELACE ~ ENGINEERING Element Diaphragm Diaphragm Diaphragm Wall Wall Wall Misc./ Concentrated Level 1 Type ROOF EXTERIOR INTtRIOR Total Weight (lbs.) RODRIGUEZ ADU MADESIGNS J21071 !SEISMIC WEIGHT II [ ROOF Dead Load (psf) 18 Dead Load (psf) 16 7 Dead Load (lbs.) 29655 Typical Plate Ht. (ft.) Area (sf) 615 Length (ft.) 105 55 Seismic Weight (lbs.) 9 Weight 11070 0 0 Weight 15120 3465 0 Weight 0 20362.5 L-1 N.S. 3/4/2021 Page: RODRIGUEZ ADU & DECK 2420 Gary Cir, Carlsbad, CA 92010, USA Lalitud&, Longitude: 33,1632215, -117.3178722 ~ <¼raway .. C'> ... ~ " I:: ~~ ..., .~ I Q Paradise Window Gao§lelning o ... 0.1Jgn Code AA,f.,..nc:41 Ooc:1.#Mnt RluC- Sl4•Cten Ty.,. Voluo s. 1 002 S1 0.366 s... 1.202 S.., nul-&te8Acftrll'l11.-t! Sos 0.""2 Su, null -See S«:6on 11 .4 .8 Typo Valu. SDC M -SN Sec:tion ttA.! F, 1.2 F, M-SHs.etiontt41.8 l'GA 0.438 ·-1.2 PGA,,, 0.52& r, SIRT 1,007 SsUH 1.114 s,o ,., S1RT 0.3&& S1Utl 0,'402 StO o.& POM 0,$ c,., 0.9 c,., 091 Qt>,. O..criptk,n 3/4/2021. 6..48:53 PM ASCE7-UI MCE111; groood motion. \fol 0.2 MCOOd period) _ ... SMmacdeslgn~i.gcx-y Mc.fit grOOfld moliDn (for 1,lh P9'10d! SittMTIOOM<i ap8ClrM 8CC8h:Ha00n VR!ue SICIWTIOdified ~ tw:t.eLMmlon v.aiue No#N!ficMnmlt de!5y1 WM! at 0.2 secood SA NumerlC sei1omkdesign 'IIM16 81: 1 0 MGOt\d SA Site 1m.,lificatiort tac10t' m 0.2 second S...amolif,eo00,,lac>orot1.0"""'1d MCEa pcet. ground ~ Stl<11mpliflc.Btk,rttaciofatPGA Site niooiflOd ~ ~·ouod ~'°'1 L0001)9ffod tran,ltion r-iod in HOMdl ,,_!lo ..... _,.. gn,o,,d motion. {02 M<OndJ raacnd ~ (2% Pr'Obability of 91(cettdaroJ IO 50 f~WI) apocnl ~ FAa«ed ~ettc: itee:nWl'.ion v•!ut: (0.2 NCOl'ld) ,,,-... ·~-"'"''"" {1.0-\cl) Fttt>tad uniform.hU4rd (~ p,ub.tbifitY of ox~tnOe in !50 ~ars; tc)eCtrlll tceelernuoo. ·---tlon ...... (1.0-1 Faccored ~it ~-.tion ~-tPffk Gruund ~auon) M.ao,pecs YU!Ue of lht titll. <:Oeffioient at MIOt1 ~ M~ VtnJt: of uie rtu. ~mdtto; at•~ QI 1 , L-2 OSHPD Sutter St Map data <02021 I~ LOVELACE ~ ENGINEERJ NG RODRIGUEZ ADU MADESIGNS J21071 Level l SEISMIC BASE SHEAR 11 Period calculation Overall Ht. System Ct X 9 All Other Systems 0.02 0.75 -------------•~••-•••----•-•n-••-•~••-•--- Ts= 0.588 s 1.s• Ts= 0.882598504 Ta= TL= 0.104 s 8 s ,__ __________________________ ___, Base Shear System R Omega Wood Shear Walls 6.S 2.5 Site Class: 1~. SOS = Cs= S01 = 0.472 Sl = ~I -0-.3-6_6. -J W= V= Vertical Distribution Wxh! F;,, = C.ouxV Cvx = n Iii L -1 Wih. 1.-i ht. (ft.) wx(lbs.) hx k : 1 1 9 20362.5 9 ' l 9 ft. Cd 4.5 1.0 0.123 20.3625 k 2.51 k Total Base Shear wx'hx"k Cvx 183262.5 1 183262.S N.S. 3/4/2021 Page: per ASCE 7, Fig. 22•14 per ASCE 712.8.1.1 Fx 2.5 k k k l-3 I~ LOVELACE PROJECT J21071-RODRIGUEZADU .,......._ ENGINEERING CLIENT MADESIGNS l11tl,>(,H;itM h<:1•0U-<1>1C tOYt<:U JOB NO. J21071 DATE : Wind Anal sis for LOW-f'iSe Bulldin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B. e or o, ASeE 7-16 26.7.3) Importance factor (ASeE 7-16 Table 1.5-2) Basic wind speed (ASeE 7-16 26.5.1 or 2018 IBe) Topographic factor (ASeE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, including overhangs Overhang sloped width lw = V = K,. = he = h, = L = B = Oh= C 1.00 110 9 13.75 25 22 1,5 for all Category mph, (177.03 l<ph) Flat ft, (2.74 m) ft, (4.19 m) ft, (7.62 m) ft, (6.71 m) ft, (0.46 m) PAGE DESIGN BY N.S. REVIEW BY Effective area of components (or Solar Panel area) A= 12 fr, <== Overhang? (Yes or No) No { 1.12 m2J DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B. faCE Max total horizontal torsional load = 5.20 kips, (23 kN), SD level (LRFD level), Typ. 4.32 kips, (19 kN) Max total u ward force ANALYSIS Velocltv Pl'fSfUre q h = 0.00256 K, K,. l<.t K. V2 17.8504 ft-kips, (24 kN-m) 9.88 kl s, 44 kN 22.38 psf where: qh = velocity pressure at mean root height, h. (Eq. 26.10-1 page 268) K2 = velocity pressure exposure coefficient evaluated at height. h, (Tab. 26.10-1, pg 268) K., = wind directionality factor. (Tab. 26.6-1, for building, page 266) h = mean roof hei ht 0.85 0.85 11 ,38 ft L-4 K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory) ...._ ___ <_M=ln:....,::L'-', B), (Satisfactory] (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p = qh t(G Cp1 HG cp, JJ where: p = pressure in appropriate zone. (Eq. 28.3-1, page 31 1). Pm1n = 16 psf (ASeE 7-16 28.3.4) Ge.,= product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1. page 312 & 313) G c., = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) = 0.18 or -0.18 a = width of edge strips, Fig 28.3-1, page 312, MAX( MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft Net Pressures (psi), Basic Load Cases Net Pressures (osfl, Torsional Load C ases Roof anale O = 23.36 Roof anale O = 0.00 Roof anale O = 23.36 Surface Net Pressure with Net Pressure w~h GCpl (+Ge.,) (-GC.1) Ge., (+GCp;) (-GC.1) Surface Gepr Net Pressure wilt1 (+Ge•,> (-Gep,> 1 0.54 8.06 16.12 -0.45 -14.10 -6.04 1T 0.54 2.01 4.03 2 -0.39 -12.71 -4.66 -0.69 -19.47 -11.41 2T -0.39 -3.18 -1.16 3 -0.46 -14.40 -6.34 -0.37 -12.31 -4.25 3T -0.46 -3.60 -1.58 4 -0.41 -13.20 -5.14 -0.45 -14.10 -6.04 4T -0.41 -3.30 -1.29 5 0.40 4.92 12.98 Roof an le O = 0.00 6 -0.29 -10.52 -2.46 1E 0.76 13.05 21.11 -0.48 -14.77 -6.71 Sur1aoe Net Pressure with Ge., (+Ge.1) (-Ge.,) 2E -0.62 -17.91 -9.86 -1.07 -27.98 -19.92 ST 0.40 1.23 3.25 3E -0.64 -18.27 -10.21 -0.53 -15.89 -7.83 6T -0.29 -2.63 -0.62 4E -0.59 -17.15 -9.09 -0.48 -14.77 -6.71 5E 0.61 9.62 17.68 6E -0.43 -13.65 -5.60 '' .,_ " :r:;2~~ -~. ,• ~-li:'Ri"!-i:,: ~/.8'.C(~ .. J~•,,,} l.1<1, ~t,;: ~Rf{;~:(-'f Lo<id Cose A (lr<ir:sverse) load C(m B (Lorigiludino!) Lcod Case A (fronsverse) Lcod Ccse B (Longitudinal) ~~ . ..C-~e,..0..._ ________________ _,_m.i.21.ls;.U,&rul....s,'.!,;•,;,.0 ..;-<~------------J L-5 .. . .... ... Basic Load Case A Transverse Direction) Basic Load Case B Lonaitudlnal Direction) Area Pressure lkl with Area Pressu,e 'k' with Surface (ft') (+GC0i) (-GCp,) Surface (ft)) (+GC01) (-GC0,l 1 171 1.38 2.76 Povorhang:. -15.67 psf 2 228 -4.43 -2.60 2 228 -2.89 -1.06 (ASCE 7-16 28.3.3) 3 228 -2.80 -0.97 3 228 -3.28 -1.44 5 192 0.95 2.50 4 171 -2.26 -0.88 6 192 -2.02 -0.47 1E 54 0.70 1.14 2E 72 -2.01 -1.43 2E 72 -1 .29 -0.71 3E 72 -1.14 -0.56 3E 72 -1.31 -0.73 SE 58 0.56 1.02 4E 54 -0.93 -0.49 6E 58 -0.79 -0.32 r Horiz. 5.43 5.43 r Horiz. 4.32 4.32 Vert. -8.05 -3.62 Vert. -6.86 -2.63 Min. wind Horlz. 4.55 4.55 Min. wind Horlz. 4.00 4.00 28.4.4 Vert. -8.80 -8.80 28,4.4 Vert. -8.80 -8.80 Torsional Load Case A (Transverse Direction) Torsional Load Case B ILonaltudlnal Dlrectlonl Area Pressure lkl w,th Torsion fft·kl Area Pressure lkl with Torsion <fl-kl Surfaoe (It') (+Ge.,) (-Ge.,) (+Ge0,) (-Ge0,) Sulfaoe (Ir) (+Ge.,) (-Ge.,) (+Gev,l (-Ge.,) 1 59 0.47 0.94 2 4 2 228 -4.43 -2.60 .3 -2 2 78 -0.99 -0.36 -2 -1 3 228 -2.80 -0.97 2 1 3 78 -1 .12 -0.49 2 1 5 67 0.33 0.87 1 3 4 59 --0.77 -0.30 4 1 6 67 --0.71 -0.17 3 1 1E 54 0.70 1.14 7 11 2E 72 -2.01 -1.43 9 6 2E 72 -1.29 -0.71 -5 -3 3E 72 -1. 14 -0.56 -5 -2 3E 72 -1 .31 -0.73 5 3 SE 58 0.56 1.02 5 10 4E 54 -0.93 -0.49 9 5 6E 58 -0.79 -0.32 7 3 1T 113 0.23 0.45 -1 -3 ST 125 0.15 0.41 -1 -2 2T 150 -0.48 -0.17 1 0 6T 125 -0.33 -0.08 -2 0 3T 150 -0.54 --0.24 -1 -1 Total Horiz. Torsional Load, M,-17.1 17, 1 4T 113 -0.37 -0.14 -2 -1 Total Horlz. Torsional Load, M,-18 18 Oe!!lgn 11r111sures for cgml?Qaents and cladding i r. ... .... 'S., P?· ..... :--:~tT~~-, .. : '[·'" -iit:,;E,:::~:D .. p = qh[ (G c.> -(G c.,ll I r I i I I .. I.'. where: p = pressure on component. (Eq. 30.3-1, pg 334) ( ! ; 'i"'t· .. ;,;,., -~ :i: ~_. : Pmin= 16.00 psf (ASCE 7-16 30.2.2) ' fi G C0 = external pressure coefficient. )--~ !L'..'. • ,,i i .... ,. .. , d j.. i --~ .. see table below. (ASeE 7-16 30.3.2) '.Volls )•\~" 1!•13~, ... : .. _:_~j .·,. O= 23.36 0 Roof J ,;• Root 9>P Effective Z.one 1 Zone 1· Zone 2 Z.one 2e Zone 2n Zone 2r Area (Ir) GC. -GC. GC, -GC. GC, -GC. GC. -GC, GC, -GC• Ge. -GC• Comp. 12 0.52 •1.50 . . . I 0.52 -1.50 0.52 -2.43 0.52 I -2.43 Effective Zone 3 Zone 3o Zone !r Zone 4 zone5 Area (tr) Ge. -GC• GC, 0 GC, GC,. -GC, GC, -GC, Ge. -GC, 12 . . 0.52 ·2.43 0.52 -2.82 0.99 -1.09 0.99 -1.37 Zone 1 Zone 1' Zone 2 ZOM2e Zone2n Zone 2r Comp. & Cladding PoaitJw I-. .,,,. Po~Jtlw# H--m,• ,,.,.,.,,. I N-.nv. Positive I N~ati,,. ,,_,,,.. ·~-·u.. ~-I -·-Pressure 16.00 -37.60 16.00 -37.60 16.00 -58.33 16.00 -58.33 (P9f) Zone 3 Zone 3e Zone 3r Zone ◄ zone 5 Poahlve I .,_••Iv• ,,_,,,.. ,,. __ Po•-I ..__.,,.,.. ,..., ... N--Po.,,,.,. M-•r/n (The Max Pressure 16.00 -58.33 16.00 -67.07 26.10 -28.33 26.10 -34.73 67.07 psf) L-6 ~ RODRIGUEZ ADU N.S. LOVELACE MADESIGNS 3/4/2021 ENGINEERlNG $H:J'IJ~fVfi~l U4CINU~~l"4C ~t::7;,;YIC".''lt J21071 Page: I LATERAL STORY FORCES II Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 0.7 0 i 0.7 1 I 2512 615 I 0.7 2.9 Wind Direction N-S A -F Force= 4.32 k Pressure= 14.3 psf Level Ht length area Trlb. Ht. ASD dlaph. Load 0.6 pit Ridge/Parapet 4.75 22 104.5 2.375 0.6 20 pit l 9 22 198 9.25 0.6 79 plf 302.5 sf Direction E-W 1-8 Force= 5.2 k Pressure= 15.l psf Level Ht. length area Trib. Ht. ASD dlaph. LOad . 0.6 plf Ridge/Parapet 4.?S 25 118.75 2.375 0.6 22 plf 1 9 25 225 9.25 0.6 84 plf 343.75 sf I . i I L-7 ~ LOVELACE RODRIGUEZ ADU level Name ROOF N.S. ENGI NEERING MADESIGNS Level# 1 Direction 3/4/2021 S't~UCTVA,•d. f NCI NE.t.:Mlf,IC !.t:i:tvn::::es. J21071 Lateral Line A N-S Page: I WOOD SHEARWALLANALYSIS & DESIGN 11 SEISMIC LOAD SOS= 0.802 p = 1.0 Story load 2.9 psf Area SF Factor Load {lbs) WINDlOAD I 1 I 450 1.0 I "'ii LOad Type L / A -F Load Type R A ·F 2 Load (plf) 79 load (pl/) 79 3 Length L (ft.) I Length R (ft.) 1S 4 Load L (lbs.) 0 load R (lbs.) 1189 Total/2 = Seismic Load 643 lbs. Total/2 = Wind Load 594 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line Load (lbs.) Offset Factor Adjust. toad Line Load (lbs.) Offset Factor , Adjust. Load Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 643 lbs. Total Wind Load= 594 lbs. SHEAR Segment 1 2 I ; ! Total Shear . ! Length (ft.) L 7 4 : 11 H 9 9 ' H/l Ratio 1.3 ' 2.3 : ! . Load Ratio 0.64 0.36 ! I I Load E 409 234 lbs. Adj. Load E 263 lbs. fiv~ LoadW 378 216 lbs. ........ ······ .•. .. ··-••······•·· ··•··· ·•·· .. . ......... ·····• .......... . ....... . ............... ............... . ......... .. ................ ..... Adj. Load W __ 270 154 ,./.,. lbs. <IC :Z)06 j .. ,. ..... ........ ... .. ···-· ..... ··-··· .. ............ , ... ...... . ... , ..... . . Unit Shear E 58 66 plf Unit Shear W 39 39 ' pl/ Max Shear 66 PLF I USE# 1 Shear Wall I Capacity= 260 plf OVERTURNING OTME 3685 2106 n.-ft. OTMW 3405 1945 #-It. .. . ....... 16 . 1s I .... .. .......... ..................... Wall Weight psf Wall UDl 144 i 144 plf Unif. DL 90 90 plf Concen. DL lbs. CDLloc. jtt. DlMoment 5733 I 1872 I !#-It. DLMom. E 2796 913 i i#-ft. DlMom. w 3440 1123 ! !#-It. l I I ··•····•···· ..... , ..... i#-lt. Net OT E 889 i Net OTW -35 I 822 >#-ft. UPLIFT Uplift E 127 i 298 t pbs. Add. Uplift E I ; >lbs. -upi;ttw ; \lbs. -5 206 i Ad_d_. lJplift \Iv --· ·~~i "···r·· . .. .. , ... t ""'"""'"""'""'"",,. .. __ _)ibs. ...... ...................... ·,,._ .. ,.-, .... -.... , ..... .. .............. 1 Tot. Uplift E 298 l ,lbs. Tot. Uplift W 206 i :lbs. HO# •• .. I t • -No HD required, by Inspection •••See Perforated/ Force-Transfer Shearwall calculation L-8 ~ LOVELACE RODRIGUEZ ADU Level Name ROOF N.S. ENGINEERING MADESIGNS Level# 1 Direction 3/4/2021 S.TAVCTVl;At., f!NClf'off l:RJNO !.Et;:VlCfi J21071 Lateral Line A N-S Page: I FORCE TRANSFER SHEAR WALL 11 SHEAR Shear f 643 Net shear to segments. non-adjusted for segment ratio Segment Adj. Shear E 263 Segment-adjusted shear per NOS 4.3.4 Adjust. Shear E 643 adjusted for overall H/L ratio of Force-Transfer Shear Wall Shearw 594 Net shear to segments. non-adjusted per CBC 2306.3 Adjust. Shear W 42S Adjusted shear value per CBC 2306.3 Total Perforated Overall Ll (ft.) w (ft.) L2 (ft.) Length (ft.) Length (ft.) H/L Ratio I 4.0 ! 2.5 I 7.0 ; 14 11 0.7 j H above 1 ft. E w Maximum V 48 31 plf Strap Force 76 lbs. H opening s ft. Shear 58 plf Strap Force l 43 29 lbs. H below 3 ft. I Use CS16 strap I v' 58 39 plf Use# 1 Shea, Wall Total Height 9 ft. Strap Force 2 76 so lbs. .,, ...... t LI t w t L2 r U_l_lLlJI_J_l _tlJ_J_LI v •VA . ,,,.,, V(INJ .r I I I I I I I I I I I 1~ . ""'' :! ,,, ...... []_]J~ I II HIJJ -.; •VA'LIUJ lfll • V•(Y"\.U""""'1.,l1 ~ .,,,..,, Vt,-lti . ---· 41 ,..,...., ffff .~-~filfl j J·~ I - ....... y -~·-♦('V<t..)) ---~,.,.,,----.,.:,-f" --· OVERTURNING UPUFT OTME 5791 lb.-ft. Uplift E -341 lbs. OTMW S350 lb.·ft. _i\:dd: Upli~ f lbs. Wall Weight 16 psi UpliftW ·5S1 lbs. Wall UDL 144 plf Add. Uplift W lbs. rot: upiil'te .. ,.-. , , .. ,,,.,_,,,, Uniform DL 90 plf -341 lbs. DL Moment 21323 lb.-ft. 'T~t. Upliit\-v .551 lbs. DL Moment E 10400 lb.-ft. HD# • OLMomentW 12794 lb.-ft. . -No HD required, by Inspection ............................................ Net DTE •4609 lb.•ft. Net OTW • 7444 lb.-ft . I~ LOVELACE ~ ENGINEERING RODRIGUEZ ADU MADESIGNS J21071 level Name Level# Lateral line ROOF 1 D+E Direction N-S N.S. 3/4/2021 Page: WOOD SHEARWALLANALYSIS & DESIGN Area l 2 3 4 SEISMIC LOAD SOS= 0.802 p = 1.0 Story Load 2.9 SF Factor 61S 1.0 Total/2 = Seismic Load psf Load (lbs) "'11 Load Type L A•F Load (plf) 79 Length l (ft.) 15 load L (lbs.) 1189 879 lbs. Total/2 = Wind load ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line ' Load (lbs.) Offset Factor Adjust. Load line Load (lbs.) Total Add. Load 0 Total Seismic Load= 879 lbs. Total Wind Load = SHEAR Segment 1 2 l 6 4 I H 9 9 li/L.R.atlo 1.S 2.3 load Ratio 0.60 0.40 load E 528 352 Adj. Load E 396 Load w 523 349 Adj. Load W 374 249 Unit Shear E 88 99 UnitShearw 62 62 Max Shear 99 PLF I USE# 1 Shear Wall OVERTURNING OTME 4748 3166 OTMW 4708 , 3139 ....................... ·····-···~· ······-·· .· 16 ·T·--Wall Weight 16 Wall UDL 144 144 Unif. DL 90 90 Concen. DL CDLloc. DLMoment 4212 1872 DLMom. E 2054 913 DL Mom.W 2527 1123 -Net OT E 2694 22S3 NetOT W 2181 2015 UPLIFT Uplift E 449 563 Add. Uplift E l UpliftW 363 504 Add. Uplift W -J Tot. Uplift E 449 S63 ro1: ui,1iftw · 363 S04 HO# 1 1 • • No HD required, by Inspection • • -See Perforated I Force-Transfer Shearwall calculation WIND LOAD Load Type R A ·F load (plf) 79 Length R (ft.) 7 Load R (lbs.) 555 872 lbs. : Offset Factor i Adjust. Load Total Add. Load 0 872 lbs. capacity= Total Shear Length (ft.) 10 lbs. [lbs. pbs. jibs. IPlf \plf 260 plf \Ht. 'n-ft. jpsf jplf jPlf ilbs. itt. :u-tt. ifH t. :u-ft. i #-ft. j#-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-9 L-10 ~ LOVELACE RODRIGUEZ ADU Level Name ROOF N.S. ENGINEERING MADESIGNS Level# 1 Direction 3/4/2021 S.TQVC-TVlZAt. f NClNEE'llN C: SEQVfCf.5 J21071 Lateral Line F N-S Page: I WOOD SHEARWALL ANALYSIS & DESIGN 11 SEISMIC LOAD sos= 0.802 p= 1.0 Story Load 2.9 psf Area SF Factor Load (lbs) WIND LOAD I 1 I 240 1.0 I 71 Load Type l I A-F Load Type R A •F 2 Load (pit) 79 Load (plf) 79 3 Length L (ft.) 7 Length R (ft.) 4 Load L (lbs.) sss Load R (lbs.) 0 Total/2 = Seismic Load 343 lbs. Total/2 = Wind Load 277 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) i Offset Factor i Adjust. Load ' i Total Add. Load 0 l otal Add. Load 0 Total Seismic Load= 343 lbs. Total Wind Load = 2n lbs. SHEAR Segment l I ' . Total Shear ' I ' Length (ft.) L 3 ' 3 H 9 .... H/L R_atlo ... ·-··· _3.0 ____ J . ,. -· .......... , .. -.......... -·· ... ., ·······••O>••···· . ... Load Ratio 1.00 ' Load E 343 lbs. Adj. Load E 515 lbs. ~R>tlo LoadW 277 j lbs. T Adj. LoadW 198 J -lbs. C'KU06.J ; 1 Unit Shear E 172 pl( Unit Shearw 66 plf Max Shear 172 PLF I USE# 1 Shear Wall I capacity= 260 plf OVERTURNING OTME 3088 ' \#-ft. OTMW 2497 ! !n-ft. .. ----·· ·-···--·-. r-·· .. ---··---•--··-·•······---.-, ... , ...... ··-· ··r·········· . . . :psf Wall Weight 16 WallUOL 144 jplf Unif. DL 28 ' iplf Concen. OL lbs. CDL loc. ft. DLMoment 774 #·ft. DLMom. E 377 I l #-ft. OL Mom.W 464 #-ft. + Net OTE 2711 : i#-ft. NetOTW 2032 !#-ft. UPLIFT Uplift E 904 I I j libs. Add. Uplift E ilbs. Uplift W 677 'lbs. A~.UpllftW j ·-·--I lbs. Tot. Uplift E 904 lbs. Tot. Uplift W 677 ; lbs. HO# 1 : J l ! . • No HO required, by Inspection • • • See Perforated / Force-Transfer Shearwall calculation I~ LOVELACE ~ ENGINEERING RODRIGUEZ ADU MAOESIGNS J21071 Level Name Level# Lateral Line ROOF 1 1&2 Direction E-W WOOD SHEARWALLANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.802 p = 1.0 Story Load 2.9 SF Factor 4SO 1.0 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD Une Segment H H/L Ratio Load Ratio Load E Adj. Load E LoadW A~J:.LoadllJ.. Unit Shear E Unit Shear W t load (lbs.) ; Offset Factor Total Add. Load Total Seismic Load = l 2 6 4 9 9 1.5 2.3 0.60 0.40 386 257 290 630 420 450 300 .. 64 72 75 : 75 psi load (lbs) WINO LOAD "'ii Load Type L I 1-8 Load Type R Load (plf) 84 Load (plf) length L (ft.) I Length R (ft.) Load l (lbs.) 0 ; Load R {lbs.) 643 lbs. Total/2 = Wind Load 1049 lbs. ADDITIONAL WINO LOAD Adjust. Load Line load (lbs.) j Offset Factor ! Adjust. Load 0 Total Add. Load 0 643 lbs. Total Wind Load = 1049 lbs. SHEAR ··············+· N.S. 3/4/2021 Page: 1·8 84 25 2099 Total Shear Length (ft.) 10 lbs. lbs. lbs. lbs. ;Plf jplf Max Shear 75 PLF I USE# 1 Shear Wall capacity= 260 plf OTM E OTMW WaliWeight Wall UOL Unif. DL Concen. DL CDL loc. DL Moment OLMom. E OLMom.W Net OT E NetOTW Uplift E Add. Uplift E · ·-;:;i,iift\v Ad~. UpliftW Tot. Uplift E Tot. Uplift W HO# OVERTURNING 3474 S667 16 144 2S92 1264 155S 2210 4112 368 685 368 685 1 2316 3778 16 144 1152 562 691 1754 3087 439 772 439 772 1 ................................... r I I ; L .L • • No HD required, by Inspection UPLIFT •• -See Perforated/ Force-Transfer Shearwall calculation I l ··•···················· ······i1I················•············· f•·• #-ft. #-ft. psf plf plf lbs. ft. #-ft. ft .• ft. ....... ··l-···· .... #-ft. #·ft. #-ft. lbs. lbs. i ................. ~ .,;,, . .,,,, lbs. lbs . lbs. lbs. L-11 n\'Jt.fflO (l(lJ06.J I~ LOVELACE ~ ENGINEERING RODRIGUEZ ADU MADESIGNS J21071 level Name level# Lateral line ROOF 1 3 Direction E-W WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos= 0.802 p = 1.0 Story Load 2.9 Sf Factor 240 1.0 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD Line Load (lbs.) 1 Offset factor Total Add. Load Total Seismic Load = Segment 1 . 3 H 9 psf Load (lbs) WIND LOAD 11 Load Type L 1-8 Load Type R Load (plf) 84 Load (plf) Length L (ft.) 5 Length R (ft.) Load L (lbs.) 420 Load R (lbs.) 343 lbs. Total/2 = Wind Load 882 lbs. ADDITIONAL WIND LOAD Adjust. load line Load (lbs.) ! Offset factor , Adjust. Load 0 Total Add. Load 0 343 lbs. Total Wind Load = 882 lbs, SHEAR ... t:f/L .. Ratl~ .. 3.0 Load Ratio 1.00 ,--:;;.;.;;..~--1... . ............................................ , .... f .. ··-........................................... . 1 ....................... , ..................................... "' Load E 343 Adj. Load E 515 LoadW 882 Adj. Load W 630 Unit Shear E 172 Unit Shear W 210 1 1 N.S. 3/4/2021 Page: 1•8 84 16 1343 Total Shear Length (ft.) 3 ilbs. lbs. lbs. lbs. plf plf Max Shear 210 PLf I USE# 1 Shear Wall capacity= 260 plf OTME OTMW Wall Weight WallUDL Unlf. DL Concen. DL CDLloc. DL Moment DLMom, E OLMom.W Net OT E NetOTW Uplift E Add. Uplift E Uplift W Add. Uplift W Tot. Uplift E Tot. Uplift W HD# J 3088 7934 ·--~-···· -·--·--· -· ~--~---·• I 16 144 105 1121 546 672 2542 -+· 7262 847 2421 i 847 I 2421 1 • • No HD required, by Inspection OVERTURNING r l I I UPLIFT • • -See Perforated / Force-Transfer Shearwall calculation #·ft. #-ft. psf plf plf lbs. ft. #-ft. #·ft. #-ft. #·ft. #•ft. lbs. lbs. lbs. lbs. lbs. lbs. L-12 .., ..... CKU06,J I~ LOVELACE ~ ENG I NEERING RODRIGUEZ ADU MADESIGNS J21071 Level Name Level# Lateral Line ROOF 1 s Direction E-W N.S. 3/4/2021 Page: I WOOD SHEARWALL ANALYSIS & DESIGN Area l 2 3 4 SEISMIC LOAD SOS= 0.802 p = 1.0 Story Load 2.9 SF Factor 240 1.0 Total/2 = Seismic Load psf Load (lbsl 686 0 0 0 343 lbs. WIND LOAD Load Type l 1·8 Load Type R 1 ·8 Load (plf) 84 Load (plf) 84 Length L (ft.) 16 Length R (ft.) Load L (lbs.) 1343 Load R {lbs.) 0 Total/2 = Wind Load 672 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WINO LOAD Line j Load (lbs.) ' Offset Factor Adjust. Load Line Load (lbs.) ! Offset Factor : Adjust. Load Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 343 lbs. Total Wind Load = 672 lbs. SHEAR Segment 1 i ' Total Shear -Length (ft.) 4 4 H 9 ..... H/L_ Ratio ... 2.3 .................. Load Ratio 1.00 i Load E 343 libs. Adj. Load E 386 'lbs. LoadW 672 lbs. Adj. Load':!:! 480 l lbs. + " Unit Shear E 97 I plf Unit Shear W 120 plf Max Shear 120 PLF I USE# 1 Shear Wall capacity= 260 plf OVERTURNING OTME 3088 j#-ft. OTMW 604S ...... .!_ i#,ft. ·····r T ···--··---···· ··•-•· ... , ...... jpsf Wall Weight 16 16 Wall UOL 144 ;plf Unif. OL 105 plf Concen. OL lbs. COL loc. ft. OLMoment 1992 #-ft. DLMom. E 972 '#-ft. OLMom.W 1195 l :#.ft. ...-j#-ft . Net OT E 2117 I NetOTW 4850 J#-ft. UPLIFT Uplift E 529 I ! r Add. Uplift E lbs. UpliftW 1212 H lbs. Add. Uplift W I lbs. Tot_. UpUftE 529 I lbs. Tot. Uplift W 1212 lbs. HO# 1 • -No HO required, by Inspection •• • See Perforated / Force-Transfer Shearwall calculation L-13 ftoVll•r~ C'Kll(l6.J L-14 ~ LOVELACE RODRIGUEZ ADU Level Name ROOF N.S. ENGINEERING MADESIGNS Level# 1 Direction 3/4/2021 $TQVC1'Ul:tA:.. ENCIN£fAHH; Sf~VICES J21071 Lateral Line 6 E-W Page: I WOOD SHEARWALL ANALYSIS & DESIGN II SEISMIC LOAD SOS= 0.802 p = 1.0 Story Load 2.9 psf Area SF Factor Load (lbs) WIND LOAD I l I 4S0 1.0 I "'ii Load Type L I 1 •8 Load Type R 1 •8 2 ' Load (pit) 84 Load (plf) 84 i 3 j Length L (ft.) I 25 Length R (ft.) 4 Load L (lbs.) 2099 ' Load R (lbs.) 0 Total/2 = Seismic Load 643 lbs. Total/2 = Wind Load 1049 lbs. ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD Line load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) ! Offset Factor , Adjust. Load I Total Add. Load 0 Total Add. Load 0 Total Seismic Load = 643 lbs. Total Wind Load= 1049 lbs. SHEAR Segment l I ! I ! Total Shear { Length (ft.) L 4 4 H 9 ! ... lifL.Ratlc, .. 2.3 ....... L ···••-...... ............ .... .... .. .............................. . ........ , .. .. ,., ..... , .. .. . . .. .......... ........................... 1 .. ··r ~ ............ Load Ratio 1.00 ' Load E 643 !tbs. Adj. Load E 724 ; ; ilbs. r.vJ1.t110 LoadW 1049 i i jibs. ' ,. . Adj. LoadW 7SO ' [lbs. c,c n°'J Unit Shear E 181 ! l r ]plf Unit Shear w 187 !pit Max Shear 187 PLF I USE# l Shear Wall I capacity= 260 pit OVERTURNING OTME !.ii;.··· ·-i"··""~· ;1t•ft. OTMW : #-ft. ....... ., ·r .................... ----·~-,., •· ..... ····-··· --~-1------..,---·•---:~--~· ·· ·· · !psf Wall Weight WallUOl 144 ! :plf I i Unif. DL iplf Concen. DL ,i !lbs. CDlloc. jn. DL Moment 1152 i#·ft. OLMom. E 562 i It-ft. OLMom.W 691 ; i#-ft. ' ➔ !#·ft. Net OT E 5229 NetOTW 8754 i#-ft. UPLIFT Uplift E 1307 I 'lbs. Add. Uplift E l I ' lbs. Uplift W 2188 i ; lbs. Add. Uplift W l ! I lbs. Tot. Uplift E 1307 ! i I lbs. I Tot~ upi;11 w i 2188 I lbs. HO# 1 I ;. j ••No HD required, by Inspection • • • See Perforated / Force-Transfer Shearwall calculation RODRIGUEZ DECK LATERAL DESIGN L-15 ~ LOVELACE RODRIGUEZ DECK N.S. ENGINEERING MADESIGNS 3/8/2021 $':Q~ClV.lAL t:N(,ft-1:t:1:iu14G .SUlVICl:Si J21071 Page: I SEISMIC WEIGHT II Level 1 ROOF Typical Plate Ht. (ft.) 8 Element Type Dead Load (psf) Area (sf) Weight Diaphragm ROOF 14 870 12180 Diaphragm 0 Diaphragm 0 Dead Load (psf) Length (ft.) Weight Wall EXTERIOR 16 118 15104 Wall INTERIOR 7 1S0 8400 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total Weight (lbs.) 35684 Seismic Weight (lbs.) 23932 Level 1 FLOOR Typical Plate Ht. (ft.) 8 Element Type Dead Load (psf) I Area (sf) Weight Diaphragm FLOOR 14 710 9940 Diaphragm DECK 15 210 3150 Diaphragm ROOF 14 1160 16240 Dead Load (psf) Weight Wall EXTERIOR 16 220 28160 Wall INTERIOR 7 150 8400 Wall 0 Dead Load (lbs.) Weight Misc./ Concentrated 0 Total 65890 Seismic Weight 59362 RODRIGUEZ ADU & DECK 2420 Gary Cir, Carlsbad, CA 92010, USA Latitude, Longitude: 33.1632.215, •117.3178722 Sam Way Cl t: ~ ..; ~ .;p-~ I I-" Paradise Window GW'o§t~ning o,,- DHJQn Codlt Ref..-.nrc. Ooc:um.nt Rlo>.C°'"9"')' sn.c1.-.s Typo V.luo s, 1002 s, 03&! s.... 1.202 SM, null..&les«Jm11.4.8 Sos O.IJ02 Su, ntA-SMStaa.ion1t•.8 Typo Yloluo soc M•SftSec:5<w'l11•.a Fa 1.2 F, nuJf .Sff Section 11 4.8 PGA 0.438 FPGA 1.2 ro.,. O.ffl T, SsRT 1.002 SsUH 1.11'4 s,o 1.$ S1RT 0.36e S1UH 0.402 S10 06 PGAd 0,5 C.s 0.9 c,., 0.91 '\. (,> ~ o,. 'II 31'12021. 6"8.,3 PM ASCE7•16 0 • Oofau!> {Sao Ssclloo 11.4 3) Offcrip<lon DHcriptlon MCE•g,ound "'°"°". (lo< 0.2 ""'°"" porio<!·1 MC~ ground motion. (tor 1,0$ pe,iad) ~ l,p8Ctral .cceh,rallOO vRfue Stt6-modifted spec::tnll nrx:.ftlefaUon vafue Nomefjc seu.ndc ~ V9M! DI 0.2 second SA Numeric Mt~ ctwgn ....,_,. tJt 1 0 NCQr\d SA -..Odo>lgnco,_., s...-.r.c .. n10.2- Slttl tmo!iflutlo,, faclor et 1.0seoood MCEG ~ gttXJ11ld 9COlkntion Stte~tac10fmPGA s,,. rnudif'oad--_,,.,., lMQ1>flood t,antkion pet'iod ln HOOnds ...........,., .... _ ... g,ound_.{02-) f"aaored ~ (2"" l:)JObabitityof e,cceec:t.lat in 60 ye¥•)spear~ ~ FAQW«t~lcM.OMnt4tionve~.(0.2dOOtld) ,,,_ .. ,..._fj(ovndmoliun 11.0_..1<11 Fact>red unifomt,naerd (21M. PfDWbili1Y at tt:,.~ n 50 year,; spec:nt 11ete-leto110n. Facioted ~tic ac:ceietMkln Vfliue. (1.0 UIC()nd) F'ltCWl'Od ~ arot!tl'fation V"t!ut. tP .. ~ Ground ~,aoon) ~ VU!Ue of U'lf ,....CO.ff'ICient tel~ periods ~v.io.o/thi1r15k0Qttlr~K•ept'tl(ldQfl• l.-16 OSHPD SvtterSt Map data 1t12021 I.~~ LOVELACE ~ ENGINEER.ING RODRIGUEZ DECK MADESIGNS J21071 Level 1 2 SEISMIC BASE SHEAR 11 Period Calculation Overall Ht. System Ct X 16 All Other Systems 0.02 0.75 Ts= 0.588 s 1.5• Ts= 0.882598504 Ta= TL= 0.160 s 8 s ,._ __________________________ ___, Base Shear System R Omega Wood Shear Wails 6.5 2.S Site Clas:DS = f . o.?o2 J Cs= S01 = 0.472 Sl = [ 0.366 .J W= V=CaW V= Vertical Distribution Wxh~ Fx = C,,~V Cvx = :En . hk i=t Wi i ht. (ft.) wx (lbs.) hx k 1 8 23932 16 1 8 59362 8 l 16 ft. Cd 4.5 l..O 0.123 83.294 k 10.28 k Total Base Shear wx•hxAk Cvx 382912 0.446384272 474896 ; 0.553615728 857808 N.S. 3/8/2021 Page: per ASCE 7, Fig. 22-14 per ASCE 712.8.1.1 Fx 4.6 k S.7 k L-17 I~ LOVELACE PROJECT J21071-RODRIGUEZOECK ........,; ENGINEERING CLIENT MAOESIGNS Uil\l(.IVttM. hCit1Su,1~(; Uhl<.'0 JOB NO. J21071 DATE : Wind Anal sis for Low-rise Buildin , Based on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B. e °' o, ASeE 7-16 26.7.3) Importance tactoqAsee 7-16 Table 1.5-2) Basic wind speed (ASeE 7-16 26.5.1 0< 2018 IBC) Topographic factor (ASCE 7-16 26.8 & Table 26.6·1) Building height to eave Building height to ridge Building length Building Width, including overhangs Overhang sloped Width Effective area of components (or Solar Panel area) DESIGN SUMMARY I.,= V = K,, = he = hr= L = B = Oh= A= { C 1.00 110 1 17 21.75 28 26 1.5 12 1.12 for all Category mph, (177.03 kph) ,] Flat ft, (5.18 m) ft, (6.63 m) ft. (8.53 m) ft, (7.92 m) ft, (0.46 m) tt2, <== Overhang? (Yes or No) m2J PAGE DESIGN BY N.S. REVIEW BY ,,, ., No Max horizontal force normal to building length, L. face Max horizontal force normal to building length, B, face Max total horiZontal torsional load = 10.91 kips, (49 kN). SD level (LRFD level), Typ. Max total u ward force ANALYSIS Velocity pressure qh = 0.00256 K, K,. Kd K. V2 = 23.53 psf 9.05 kips, (40 kN) 42.2709 ft-kips, (57 kN-m) 14.77 ki s 66kN where: qh = velocity pressure at mean roof height. h. (Eq. 26.10-1 page 268) K2 = velocity pressure exposure coefficient evaluated at height. h. (Tab. 2s.10-1, pg 268) K,, = wind directionality factor. (Tab. 26.6-1 , for building. page 266) h = mean root hei ht " "" 0.89 0.85 19.38 ft L-18 K,, = groun_d_e-le-v~a,~io-n-fa_cto_r_. -(1-.0-pe_r_S_ec __ -26-.-9,_pa_g_e_2_68_)_-, < 60 ft, (Satisfactory) .__ ___ <......;..M .... ln-'--"'L.:...c, 8), (Satisfactory] (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Dnlgn pressures for MWFRS p = qh [(G Cpf l-(G Cpl )] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311 ). Pm1n = 16 psf (ASCE 7 -16 28.3.4) G Cp, = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1. page 312 & 313) G c.1" product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) 0.18 or -4.18 a = width of edge strips, Fig 28.3-1, page 312, MAX( MIN(0.1B, 0.1 L. 0.4h), MIN(0.04B. 0.04L), 3) = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load C ases Roof anole O = 20.07 Roof anole O = 0.00 Roof an ole 8 = 20.07 Surface Gepl Net Pressure wtth Ge01 Net PresstJre with (+GC.,) (-Ge.,) (+GC.,) (-Ge.,) Surface Gepl Net Pressure with (+GC.,) (-GC.,) 1 0.53 8.24 16.71 -0.45 -14.83 -6.35 1T 0.53 2.06 4.18 2 -0.68 -20.32 -11.85 -0.69 -20.47 -12.00 2T -0.68 -5.08 -2.96 3 -0.48 -15.52 -7.05 -0.37 -12.94 -4.47 3T -0.48 -3.88 -1.76 4 -0.43 -14.34 -5.87 -0.45 -14.83 -6.35 4T -0.43 -3.59 -1.47 5 0.40 5.18 13.65 Roof an ole 8 = 0.00 6 -0.29 -11 .06 -2.59 1E 0.80 14.57 23.04 -0.48 -15.53 -7.06 Surface Ge0 , Net Pressure wtth (+GCp,) (-GCp,) 2E -1.06 -29.19 -20.72 -1.07 -29.42 -20.94 ST 0.40 1.29 3.41 3E -0.69 -20.45 -11.97 -0.53 -16.71 -8.24 6T -0.29 -2.77 -0.65 4E -0.64 -19.27 -10.80 -0.48 -15.53 -7.06 SE 0.61 10.12 18.59 6E -0.43 ·14.35 -5.88 Load Cose A. (T rcnsverse) Load Cose B (Longiludinol) Lcod Case A (Transverse) Lead Cose 8 (Longiiud,na!) L-19 Basic Load Case A Transverse Direction) Baste Load Case B (Longitudinal Direction) Area Pressure fk\ witll Surfaoe (fl2) (+GC0 .) (·GC01) Area Pressure /kl wlth Surface (1f) (+GCp,) (-GCp,) 1 374 3.08 6.25 Povemang = -16.47 psf 2 304 -6.23 -3.65 2 304 -6.19 -3.61 (ASCE 7-16 26.3.3) 3 304 -3.94 -1.36 3 304 -4.73 -2.15 4 374 ·5.36 -2.20 1E 102 1.49 2.35 2E 83 -2.42 -1.72 3E 83 -1.70 -0.99 4E 102 -1.97 -1.10 t Horiz. 11.15 11.15 Vert. -14.12 -7.96 Min. wind Horlz. 8.68 8.68 28.4.4 Vert. -11.65 -11 .65 Torsional Load Case A (Transverse Direction) Arna Pressure /kl witl> T0<slon lft-k\ Surface (ft') (+GCv,l (-GCp,l (+GCp,) (·GCp,) 1 136 1.12 2.27 6 13 2 111 -2.25 -1.31 -4 -2 3 111 -1.72 -0.76 3 1 4 136 -1.95 -0.80 11 4 1E 102 1.49 2.35 16 26 2E 83 -2.42 -1.72 -9 -6 3E 83 •1.70 -0.99 6 4 4E 102 -1.97 -1.10 22 12 1T 238 0.49 0.99 -3 -7 2T 194 -0.98 -0.57 2 1 3T 194 -0.75 -0.34 -2 -1 4T 238 -0.85 -0.35 -6 -2 Total Horiz. Torsional Load, M,-42 42 Design pressures for components and cladding p : qh[ (G Cp) • (G Cp1)l where: p = pressure on component. (Eq. 30.3-1, pg 334) Pmln = 16.00 psf (ASCE 7-16 30.2.2) G c. = external pressure coefficient. see table below. (ASCE 7-16 30.3.2) 0 = 20.07 ° Effective Zone 1 Zone 1· Area (n') Ge, -Ge, Ge, -Ge, Comp. 12 0.52 -1.50 . Effective Zone 3 Zone 30 Area (n') Ge, -GC, Ge, -Ge, 12 -I -0.52 -2.43 Zone 1 Zone 1' Comp. & Cladding Pa.iV.. 1 ......... ~-N_..,. Pre1sura 16.40 I -39.53 ( psf) Z.one 3 Zone 3e Poaltiv• "-adv. "°""" -r1w I 16.40 I -61.33 5 398 2.06 5.44 6 398 -4.41 -1.03 2E 83 -2.44 -1.74 3E 83 -1.39 -0.68 SE 105 1.07 1.96 6E 105 -1.51 -0.62 t Horiz. 9.05 9.05 Vert. -9.98 -3.45 Min. wind Horiz. 6.06 8.06 28.4.4 Vert. -11.65 -11.65 Torstonal Load Case B {Longitudinal Direction) Area Pressure lk\ wlth Torsion IIH<l SUrfaoe (tr) (+GCp1) (-GC0 ,) (+GC•.) (-GC.,) 2 304 -6.23 -3.65 -3 -2 3 304 -3.94 -1.36 2 1 5 147 0.76 2.00 4 10 6 147 -1.62 -0.38 8 2 2E 83 -2.44 -1.74 10 7 3E 83 -1.39 -0.68 -6 -3 SE 105 1.07 1.96 12 2.2 6E 105 -1.51 -0.62 17 7 ST 252 0.33 0.86 -2 -5 6T 252 -0.70 -0.16 -4 -1 Total Horiz. Torsional Load, M,-38.1 38.1 Wells Roof Roof ,,,. Zone2 Zone2e Zone 2n Zone 2r Ge, -GC, Ge, -Ge, Ge, -GC, Ge, -Ge, 0.52 -1.50 0.52 -2.43 0.52 I -2.43 Zone 3r Zone, Zone5 GC, -GC, Ge, -GC, Ge, -Ge, 0.52 I -2.82 0.99 I ·1.09 0.99 -1.37 Zone 2 Zone2e Zone2n Zone 2r Po,JtN• I #«.ativ. -........ --I -·-I 16.40 I -39.53 16.40 -61.33 16.40 I -61 .33 Zone3r Zont4 Zone 5 Po,lfh,e --~-,.,_.,w. (The Max Pressure 16.40 I -70.53 27.44 I -29.79 27.44 -36.52 70.53 psf) L-20 ~ RODRIGUEZ DECK N.S. LOVELACE MADESIGNS 3/8/2021 ENGINEERING IS,l'ftlJ(:,Ulbtl, f'HelJ'j£fl\:tH) \f;l:I.YIC:Eti 121071 Page: LATERAL STORY FORCES Seismic Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load (psf) 0 i 0.7 1 4588 870 0.7 3.7 2 5690 2080 0.7 1.9 Wind Direction N-S A-J I Force= 9.05 k I Pressure= 24.4 psf i Level Ht. length area Trlb. Ht. ASD dlaph. Load : ' i 0.6 plf Ridge/Parapet 4.75 ; 27 128.25 2.375 0.6 35 pl! ' 1 9 27 243 9.25 0.6 135 plf 371.25 sf Direction E-W 4-11 I Force = 10.91 k I Pressure = 30.5 psi i Level Ht. length area Trib. Ht. ASD diaph. Load i 0.6 ! plf Ridge/Parapet 4.75 26 123.5 2.375 0.6 43 ! plf 1 9 26 234 9.25 0.6 169 plf 357.5 sf I I I ' I i i l . I I l I I ~ LOVELACE ~ ENGINEERING RODRIGUEZ DECK MAOESIGNS J21071 level Name level# Lateral line ROOF 2 9 Direction E-W WOOD SHEARWALLANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD SOS= 0.802 p = 1.0 Story Load 3.7 SF Factor 870 1.0 TotaV2 = Seismic Load ADDITIONAL SEISMIC LOAD Line Load (lbs.) : Offset Factor psf Load (lbs) "'11 1606 lbs. Adjust. Load WIND LOAD Load Type L ! 4·11 Load Type R Load (plf) j 43 Load (plf) Length L (ft.) j 27 Length R (ft.) Load L (lbs.) ' 1174 Load R (lbs.) Total/2 = Wind Load 587 lbs. ADDITIONAL WINO LOAD Line ' Load {lbs.) : Offset Factor : Adjust. Load N.S. 3/8/2021 Page: 4• 11 43 0 Total Add. Load 0 Total Add. Load 0 Segment Ii H/LRatlo Load Ratio Load E Adj. Load E Load W Adj. LoadW Unit Shear E Unit Shear W OTME OTMW Wall Weight Wall UOL Unit. DL Concen. DL CDLloc. DL Moment DLMom. E OLMom. W Net OT E NetOTW Uplift E ~~d'..llpli!'t.f.. UpliftW Ad.d .. lJplift~ Tot. Uplift E Tot. Uplift W HD# 4.75 8 1.7 1.00 1606 587 419 338 88 Total Seismic Load= Max Shear 338 1606 lbs. SHEAR i PLF I USE# OVERTURNING 12845 4697 16 128 1444 704 866 12141 3830 2556 806 25S6 806 8 I ! I ......... ·---~·-·.· . .".".· ... ······-~ .............................. 1., • • No HD required, by Inspection UPLIFT •••See Perforated/ Force-Transfer Shearwall calculation j Total Wind Load= S87 lbs. . .... ..•.......... .......... 2 Shear Wall Opacity= r······· --+---······························· I -················•····························"··· ., ......... . Total Shear Length (ft.) 5 libs. libs. ;lbs. jibs. iplf :plf 350 pit :#-ft. ' !#-ft. jPSf jplf :plf lbs. ft. #-ft. #·ft. #•ft. i#-ft. )-ft. lbs. lbs. lbs. lbs. lbs. lbs. L-21 .., ... ., (I( :UC16J I~ LOVELACE ~ ENGINEERING RODRIGUEZ DECK MADESIGNS J21071 level Name Level# Lateral line FLOOR 1 J Direction N-S N.S. 3/8/2021 Page: WOOD SHEARWALL ANALYSIS & DESIGN II SEISMIC LOAD Area 1 2 4 SOS= 0.802 p= 1.0 Story load 1.9 SF Factor 210 1.0 250 1.0 Total/2 = Seismic Load ADDITIONAL SEISMIC LOAD line I Segment H H/LRatio Load Ratio Load E Adj. load E Load w Adj. Load '1-J Unit Shear E Unit Shear W Load (lbs.) Offset Factor 1606 Total Add. Load Total Seismic Load = ·1 1.00 440 587 879 628 196 209 Max Shear 209 psi Load (lbs) 402 479 0 0 440 lbs. Adjust. Load 0 440 lbs. SHEAR ' l I PLF I USE# Load Type L i A ·J Load (plf) 13S Length L (ft.) I Load L (lbs.) 0 Total/2 = Wind Load ADDITIONAL WIND LOAD Line Load (lbs.) 4S2 I Total Wind Load = Shear Wall OVERTURNING OTME OTMW Wall Weight WallUDL Unif. Dl Concen. DL CDLloc. Dl Moment DLMom.E DLMom.W Net OT E NetOTW Uplift E l<d~:_l!pli~ E UpliftW !<~~-_Uplift 'II__. Tot. Uplift E Tot. Uplift W HD# 3523 7035 16 128 576 281 346 3242 6690 1081 2230 1081 U30 i 1 t · I I L • • No HD required, by Inspection UPLIFT • • -See Perforated/ Force-Transfer Shearwall calculation I WINO LOAD Load Type R A•J Load (plf) 135 length R (ft.) 13 Load R (lbs.) 1759 879 lbs. Offaet Factor ! Adjust. Load Total Add. Load 879 lbs. .... __ •···· .... capacity= ..... ,.... 0 Total Shear Length (ft.) 3 !lbs. :lbs. ]lbs. j ibs. \pit iplf 260 plf ! It-ft. !#-ft. :psf [plf plf lbs. ft. U-ft. #-ft. #-ft. !#-ft. ]u-tt. ]lbs. !1bs. lbs. lbs . lbs. lbs. L-22 ...... (I( l!06 J f~ LOVELACE ~ ENGINEERING RODRIGUEZ DECK MADESIGNS J21071 level Name Level# Lateral Line FLOOR 1 7 Oirection E-W N.S. 3/8/2021 Page: WOOD SHEARWALL ANALYSIS & DESIGN Area 1 2 3 4 SEISMIC LOAD sos = 0.802 p = 1.0 Story load 1.9 SF Factor no 1.0 305 1.0 : Total/2 = Seismic Load ADOITIONAL SEISMIC LOAO Line Load (lbs.) Offset Factor 7 1606 1.00 Segment H _ li/LRatlo_ . Load Ratio Load E Adj. Load E Load w Adj. Load W Unit Shear E unit Shear w OTME OTMW Wall Weight Wall UDL Unit. Ol Concen. OL COL lot. DlMoment DLMom.E OLMom.W Net OT E NetOTW Uplift E Add. Upllft_E Uplift W Add. UpllftW Tot. Uplift E rci1:uiii;iiw HO# 1 s 4 Total Add. Load Total Seismic Load = 2 . ~-.s. .L 2 4 2.0 0.29 739 0.71 1848 2129 1520 370 304 8S1 608 370 304 Max Shear 370 7391 8514 --16 64 90 1925 939 1155 6452 7359 1290 1472 1290 1472 .. 2957 3406 ·-· •··-·---16 .. ----· 64 90 308 150 185 2806 3221 1403 1610 1403 1610 .. i psf Load (lbs) WINO LOAD 1379 load Type l t 4•11 Load Type R 4•11 584 Load (plf) 169 load (plf) 169 0 length L (ft.)! 28 length R (ft.) 0 Load l (lbs.) I 4742 Load R (lbs.) 0 981 lbs. Total/2 = Wind Load 2371 lbs. ADDITIONAL WIND LOAD Adjust. Load Line Load (lbs.) ! Offset Factor ! Adjust. Load 1606 1606 2587 lbs. SHEAR .......................... , ........................... r··•--······· PLF I USE# OVERTURNING I L UPLIFT I I 7 609 1.00 609 Total Add. load Total Wind Load = 2980 lbs. 3 Shear Wall Capacity= I -----· 609 Total Shear Length (ft.) 7 490 plf ·#•ft. #-ft. psf plf plf ,lbs. Jn. i#-ft. !#-ft. !#,ft. i #-ft. !#-ft. libs. !lbs. ilbs. ifbs. 7 tbs. ;lbs. • • No HD required, by Inspection •• • See Perforated/ Force-Transfer Shearwall calculation L-23 I~ LOVELACE ~ ENGINEERING Shear E 2587 Segment Adj. Shear E 0 Adjust. Shear E 2587 Shear W 2980 Adjust. Shear W 2129 ll (ft.) 5.0 H above 1 ft. H opening 4 ft. H below 3 tt. Total Height 8 tt. RODRIGUEZ DECK MADESIGNS J21071 Level Name Level # Lateral Line ROOF 1 7 FORCE TRANSFER SHEAR WALL W(ft.) 6.0 V Strap Force 1 v' Strap Force 2 SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NDS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 L2 (ft.) 3.8 175 601 296 451 ,,,..., Total Length (ft.) 15 w 144 495 243 371 Perforated Length (ft.) 9 plf I bs. pit I bs. Overall H/l Ratio o.s Strap Force Shear Use Use# Direction E-W Maximum 601 296 CS16 2 t LI t w L2 ,, ,..., l I I I I I I I I I I I 1 •-==--- OVERTURNING OTME OTMW Wall Weight Wall UDL Uniform DL DLMoment DL Moment E DLMomentW NetOTE NetOTW ~ 20696 23840 ,.,_.~w,, .,,,,w,_•~" 16 128 90 23714 11566 14229 9130 9612 I I I I I I I b.-ft. b.•ft. psf plf pit b.-ft. b.•ft. b.·ft. b.-ft. b.·ft. cl ~ ~ y ,..,, v,..., [] lJI I I IDDLIJ -~) ---vr,-tt> -----· V ,..., ffijj_~_~ffij ----;,-,,.,,----,,,:p4rJ --· UPLIFT Uplift E 619 lbs. Add. Uplift E lbs. ... Upllft:W 652 lbs. Add. Uplift W lbs. TotlJplift f ..... 619 lbs. Tot. UpliftW 652 lbs. HD# 1 ••No HD required, by inspection N.S. 3/8/2021 Page; lbs. plf strap Shear Wall v • YA. V • Wl'LhUJ L-24 .... V•(Y'L.0~) a,J • ..... •""1.14111 •""""-2> • I~ LOVELACE ~ ENGINEERING RODRIGUEZ DECK MADESIGNS J21071 level Name Level# Lateral line FLOOR 1 9 Direction E-W N.S. 3/8/2021 Page: WOOD SHEARWALLANALYSIS & DESIGN Area l 2 3 4 SEISMIC LOAD SDS = 0.802 p = 1.0 Story Load 1.9 psf SF Factor 870 1.0 630 1.0 230 1.0 210 1.0 Total/2 = Seismic load ADDITIONAL SEISMIC LOAD Load (lbs) 1666 1206 440 402 1857 lbs. Load Type L I Load (plf) 1 Length L (ft.) I Load l (lbs.) Total/2 = 4·11 169 28 4742 Wind Load ADDITIONAL WINO LOAD line Load (lbs.) Offset Factor Adjust. Load Line load (lbs.) 9 1606 1.00 Total Add. Load Total Seismic Load = Segment l 2 I I 5 us l H 8 8 H/l Ratio 1.6 i 2.1 Load Ratio Load E Adj. Load E LoadW A.dJ. LoadW Unit Shear E Unit Shear W OTME OTMW Wall Weight WallUDL Unlf. DL Concen. DL CDLloc. DL Moment DL.Mom. E DLMom. w Net OT E NetOTW Uplift E Add. Uplift E 0.39 1358 1160 829 272 166 Max Shear 10864 9281 16 128 90 2725 1329 1635 9S35 7646 0.29 1019 1086 870 .. ~., ··•· ... 621 290 166 290 8148 6961 16 128 90 1533 748 920 7401 6041 1907 1973 Uplift W 1529 1611 Add .. Uplitt .. w.. . ... T Tot. Uplift E ··"'""'1 1 ·90 5 ·"' 2 · 9 7 . 1 1 9 6 7 1 3 1 Tot. Uplift W HD# .. .. i PLF • • No HD required, by Inspection 3 4 8 2.0 0.31 1086 928 663 272 166 8691 7425 16 128 90 1744 SSl 1046 7841 6378 1960 1595 1960 1595 1 1606 9 587 I 1606 3463 lbs. Total Wind Load= SHEAR I I I USE H OVERTURNING I -1 UPLIFT 2 Shear Wall ••. See Perforated/ Force-Transfer Shearwall calculation WIND LOAD Load Type R load (plf) Length R (ft.) Load R (lbs.) 2371 lbs. Offset Factor : Adjust. Load 1.0 587 Total Add. Load 587 2958 lbs. 4· 11 169 0 Total Shear Length (ft.) 13 -.. . .... Clpaclty = ,tbs. [lbs. .. )lbs. 'lbs. [plf iplf 350 pit :n-ft. '#-ft. ipsf tplf !plf i1bs. 1ft. !11-ft. : n-ft. !#-ft. ..... .. . ........ ..... !#-ft. i ill•ft. lbs. lbs. lbs. lbs. lbs. lbs. L-25 • I~ LOVELACE ~ ENGINEERING Shear E Segment Adj. Shear E Adjust. Shear E Shearw Adjust. Shear w H above H opening H below 1.6 ft. 3.666 ft. 2.734 ft. 2377 1086 2377 2030 14S0 Ll (ft.) 5.0 --To_t_al_H_e~ig~h_t ~---8-~ft. t LI t UJ • (pit) .. ,...., ..[ I I I I I I I .. I 1.,..., OVERTURNING OTME 19012 lb.-ft. OTMW 16242 lb.-ft. Wall Weight 16 psf WallUDL 128 plf Uniform DL 90 plf DL Moment 23714 lb.-ft. DLMoment E 11566 lb.-ft. OLMomentW 14229 lb.-ft. Net OT E 7447 lb.-ft. Net OTW 2013 lb.-ft. RODRIGUEZ DECK MADESIGNS J21071 Level Name Level# Lateral Line ROOF 1 9 Direction E-W FORCE TRANSFER SHEAR WALL 1' I W(ft.) 6.0 V SHEAR Net shear to segments, non-adjusted for segment ratio Segment-adjusted shear per NDS 4.3.4 adjusted for overall H/L ratio of Force-Transfer Shear Wall Net shear to segments, non-adjusted per CBC 2306.3 Adjusted shear value per CBC 2306.3 Total Perforated Overall L2 lft,) Length (ft.) Length (ft.) H/L Ratio 3.8 15 9 0.5 w 161 98 plf Strap Force Shear Maximum 552 272 Strap Force 1 552 337 lbs. Use CS16 v' 272 166 plf Use# 2 Strap Force 2 414 253 lbs. .. ,..., LI r U_L_[ll_J_l_filJ_Li I I I l_ vlpltJ !! ..,..., JJI [] I I IDDJ - ~ -;;;., ---vt,.i,, ---· !l .. , ..... ffij _~_~fflj j -I ----;-;;,.,-;-----.,.:,,,.,T UPLIFT Uplift E 505 lbs. ~dd: IJpli~E lbs. UpliftW 136 lbs. Add. Uplift W __ lbs. Tot. Uplift E 505 lbs. ro1.-uii1;1t' vi 136 lbs. HD# 1 ••No HO required, by Inspection N.S. 3/8/2021 Page: lbs. plf strap Shear Wall V •'VA, .,,-•Vlrt,.I._,> L-26 lf'll•V.,("""'1.V •"'"'1..J) .., •.. v • wtU4IU • """""->> , - L-27 JOB J21011 -'RODRIGUEZ DECK LOVELACE ENGINEERING SHEET NO. __________ OF ______ _ CALCULATEDBY ____ N_.S_. _____ DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ D"TE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fa,: 858.535.1989 • www.lovelaceeng.com SCALE .... ___ _ SIMPSON STRONG-TIE 'MPBZ' CALCULATION LATERAL LINE II 0 SEISMIC-PARAMETERS, R= 1.5 (USINiS SIMPSON 'MPBZ') Sos= 0.802 C.s= Sos/ R = 0.535 Q C-OVERED PATIO LATERAL DESliSN, Area (ArR,evrA-RY) = 210 SQ -FT Dead Load (D) = 15 PSF SEISMIC HEIGHT (H) = 3150 lb C.s=0.535 Yb =1 686 lb ASD, Yb =(0.1)(1686 lb) = 1180 lb I F = Vb /2 = 5C!O lb Q DEMAND, Total Shear Per Line (F)= SCIO lb b F - Total Moment Per Line (M)= (5CIO lb)(85 FT)= 5015 lb-FT □CAPACITY POST SIZE, 6x6 Post AlloHable Shear (F,v= 2110 lb Allov-lable Moment (M,v= 21C!5 lb-FT 0 MINIMUM POSTS REQUIRED, F/(F,v = I POST M/(M,v = 2 POSTS USE, (2) SIMPSON 'MPBZ' POST BASE LOVELACE ENGINEERING J06J2I01I -RODRIGUEZ ADU 4 DEGK SHEET NO. F-I OF ------- CALCULATEOBY ______ -'-N.=S-'-. -DATE _____ _ STRUCTURAL ENGINEERING SERVICES 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 CHECKEDBY _________ DATE _____ _ phone858.535.9111 • fal<858.535.1989 • www. lovelaceeng.oom SCALE _________________ _ FOUNDATION DESIGN ALLOHABLE BEARING PRESSURE, q = 150 0 PSF (PER DESIGN C;RITERIA) CONTINUOUS PERIMETER 4 BEARING HALL FOOTINGS: LOCATION: MAX CONTINUOUS FOOTIN6 H1 = MAX LOAD ::: 1500 PLF HIDTH REQ'D= (l.'-lifq x 12) ::: 15091's.aa x 12 = 12 IN j USE: 12 " HIDE X 12 " DEEP HITH 2 Ii 4 TOP 4 BOTTOM j LOCATION, __________________ _ H1 = = PLF HIDTH REQ'D= (H1 /q x 12) = = IN !USE: "HIDE X " DEEP HITH _ .................. 11 _ ........... TOP 4 BOTTOM I LOCATION, ____ , ___ _ H1 = ------------........................................ _= ___ PLF HIDTH REQ'D= (H1/q x 12) = ........ IN !USE, .. "HIDE X II DEEP HITH Ii .................. TOP 4 BOTTOM I ADU ISOLATED SPREAD FOOTINGS: ( I-STORY CONT. FT6. POINT LOADS) MARK, _(F-I) . P= .. ~.QNT. FT6. CAPAGIIr.(t:1I!214Abk) Ar<>q'd = P/q X 144= 3009(500 X 144 = 3000 LBS = 288 SQ IN f I 181 USE: IZI PER PAD FOOTING SCHEDULE I2"x24"=288in2 MARK, .(F-2) P= ... YONT. FT6. GAPAGITY (!=_N_D_W_A_L_L~) _______ _ A,eq'd = P/q X 144= 2250,1's..,QQ""'--"-X:..,_e_l4_,_4"------------ USE: IZI PER PAD FOOTING SCHEDULE =2250 LBS [J = 216 SQ IN MARK, .(F-3) I2"xl8"=2I6 in2 P::: 18" x 18" x 12" DEEP PAD FT6. CAPACITY = 3315 LBS ANl<\'d = P/q x 144= ..... ::?.:,1'soa x 144 = 324 SQ IN ..... USE: IZI PER PAD FOOTING SCHEDULE I8"xl8"=324in2 . ,. . LOVELACE ENGINEERING J06J21O11 -RODRIGUEZ ADU 4 DECK SHEET NO. F-2 OF _____ _ CALCULATEDBY _______ N._S_. -DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • tax858.535.1989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESIGN ALLOV'IABLE BEARING PRESSURE, q = 1500 PSF (PER DESIGN CRITERIA) CONTINUOUS PERIMETER 4 BEARING WALL FOOTINeS: LOCATION: MAX CONTINUOUS FOOTING H1= MAX LOAD = 1815 PLF HIDTH REQ'D= (Hifq x 12) = lb15 X 12 = 15 IN j USE: 15 " HIDE X 18 " DEEP HITH 2 tt 4 TOP 4 BOTTOM I LOCATION, ___________________ _ H1 = = PLF HIDTH REQ'D= (W1 /q x 12) = = IN jUSE: "HIDE X " DEEP HITH . --··· tt..... . ...• TOP 4 BOTTOM I LOCATION: __________ _ w, = ····················-···-···················--------···················-··········· WIDTH REQ'D= (H1/q x 12) =. jusE, .................. '.'. .. WIDE X . II DEEP WITH = .... PLF =--·······IN tt ................ TOP 4 BOTTOM I !MAIN STRUCWRE I ISOLATED SPREAD FOOTINeS: ( 2-STORY CONT. FTG. POINT LOADS) ~~R~;~~-... FTe ... GAPAC.ITY (MIDWALL) = 5625 _LBS l I 1 A,eq'c, = P/q X 144= 5b.2~5_QQ'--'X'-'--'-144-'----'-________ =_5_4_0_SQ IN lt---------181~--------;J USE: IZI PER PAD FOOTING SCHEDULE MARK, (F-2) P= CONT. FTG. CAPACITY (ENDWALL) = 3281 LBS Areq'd = P/q x 144= 32-'Xsoo x 144 = 315 SQ IN USE, IZ) PER PAD FOOTING SCHEDULE MARK, .<F-3) P= .J~.''. .. ~ ... 1~" x 18" DEEP PAD FI§.:f~P:".:':flTY .= .. 3315 ... LBS Areq'd = P/q x 144= ._ .. ='.:.:7'500 .. >.< 144 USE: IZ) PER PAD FOOTIN6 SCHEDULE .................................. = ...... 324 ...... sa IN 15"x36"=540in2 I5"x2I"=3I5in2 18''x l8"=324in2 JOeJ2I01I -RODRIGUEZ ADU 4 DECK SHEET NO. F-3 OF ------- LOVELACE ENGINEERING CALCULATEDBY _______ N._S_. -DATE _____ _ STRUCTURAL ENGINEERING SERVICES CHECKEDBY _________ DATE _____ _ 10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _ FOUNDATION DESI GN ALLOHABLE BEARING PRESSURE, q = 1500 PSF (PER DESIGN CRITERIA) ISOLA TED SPREAD FOOTINGS, MARK, (F-4) P= 24" x 24" SQ. PAD FTG. CAPACITY = 6000 LBS A,eq•a = P/9. x 144= 6000Jsa-a~x~l44~ ________ =_5_1_6_SQ IN 24"x24"=516in2 USE, ~ PER PAD FOOTING SCHEDULE MARK, _(F-5)_ P= 30" x 30" SQ. PAD FT6. CAPACITY = 9315 LBS Areq'd = P/9. x 144= ~~;{5oo xJ:4.4 _____ _ = 900 SQ IN 30"x30"=9001n2 USE, [fil PER PAD FOOTING SCHEDULE MA-RK,.(F-6) P= 36" x 36" SQ. PAD FTG. CAPACITY = 13 500 LBS Aroq·a = P/q x 144= 13509fsa-a~x'-'-14.,_4.,__ _______ =_12_6_9_SQ IN 36"x36"= 12961n2 USE, [fl PER PAD FOOTING SCHEDULE MARK, (F-1) P= 42" x 42" SQ. PAD FTG . CAPAC ITY = 18315 LBS Areq'd = P/q x 144= -~~315~ _________ = __ 11_6_4_SQ IN 42''x42"= 1164in2 USE, (£] PER PAD FOOTING SCHEDULE MARK, (F-8) P= 48" x 48" SQ. PAD FTG. CAPACITY =24000LBS Areq'd = P/q x 144= ~~x~l4~4~ _______ =_._2_3_0_4 SQ IN 48"x48"=2304in2 USE: [[I PER PAD FOOTING SCHEDULE STONE TRUSS c11 vn::- 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Rodriguez ADU 2420 Gary Circle Carlsbad , CA. 92010 7/1/2021 '-0 c:, "" N ..... 0 ~ --...J O') )> "O "O a < Cl) Cl. o' -, "Tl Ill O" -, c=;· Ill -,,- ::::, en iJ. !'! 0 ~ ::! ;::; 0 ~ OJ 0 -' ...... r r- Cl ~ G> ....... 01 0 0 =It: ..... <,..) 9 A --''c-/ ~ - AO: AO~ AO1 .i:,.. -9 ✓ If L4 0 12' 6" 82 OJ OJ () ~ ~ 0 ...... V Cl Cl ;o ~ ► G> G) 302(6 )5(3) ....... ....... 8 01 01 0 0 -0 0 =It: =It: ..... q 9 / ~/ v~ ..... '11 0 '" V ~ I '\ ~ I/ ~ '11 rs::-9 ~ ~ ~ " ' / ~ , 2' O" :,.,_ / " '" '\ V " 9 ~~ (/) ,_ ► I -, / " ~ CD I Ill (~ CX) uj ' ( "'U ~= Ill -CD 15' 10" 5' 2" :c 1 CD cc· llilS JS A IBI..IS.~ PLACEMENT l2lAG.llAM QNJ.Y Roof Truss Layout NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY Rodriguez ADU 2420 Gary Circle Carlsbad CA 92010 I .JV I "Y'. 1c;;, DU I ~s~ J N7"- Oceanside CA 92058 ..-;;;NE TRuss" l 760-967-6171 IOf JoM• 1-, OC:....,_ CA HClfl ::0 ~ l!1 @ en Nii . Milek· Re: 210476-Roof Rodriguez ADU 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, Jnc .. Pages or sheets covered by this seal: K9884966 tlu·u K9884976 My license renewal date for the state of California is September 30, 2022. APPROVAL FOR GENERAL COMPLIANCE WITH / STRUCTURAL CONTRACT DOCUMENTS mPPROVED Fatmctt!on may i:,roeeed u $h0Wll 0 APPROVED AS CMRECTED FabrlcaUon may proceed but<! on eor~uon, Indicated 0 APPROVED AS COAAECTED fl~c«tlon may proc«ed IWfll on com,cllons Jnolcateit. RESUttMr FILE COPY eemct Mlf'IUISlon to mubmlt for rec:ord IIU'JIOttt only. 001$WROVEI) ~tor~vat DREV1£MO FOR ~TJOM r tlOt ~ Accepted for lnfOl'fflilltlOn PlltPOSOS A~ tt fGf oentrat compllwt w6Ut thl structural contract ~ cnly. Thts awmatntl.lfflHnompontlblfftJ10f6Mniton,quafttttiffaMcondltlOMtbltptrtalttto fablfcatlon and IMt~o,torprOl;Gttfl lfflttRfmlqvn of construcllon. TntContrtctor is rec90n111>1t fOf eootiNUoft If fbt worfl of d trldH and tM performance ct tttia work itl • nf, end ,at!sfaicloty fflltltlM. IV: ~~ OAT£: 2-2--Z I LOVElACE 8'GINEE1UHG, INC. 5930 Comecm,ne Coult W. Su-100 • Sin Dieao, CA 92121 July l,2021 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 TR ENC O'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. -Truss Truss Type Qty Ply Rodriguez ADU ~Job ' K9884966 1 210476-ROOF. Stone Truss, Inc., -1-6-0 1-6-0 A01 Oceanside, CA -92054, 3-5-0 3-5-0 California Girder 3110-15 0-5-15 7-11-0 4-0-1 1 2 Job Reference I ootional\ 8.510 s Jun 18 2021 M1Tek Industries, Inc. Thu Jul 1 15:56:35 2021 Page 1 ID:0AeJtnduPrRwXfXRvkeDAXz9IGN-4kmbqL7eAIObvGLuBDrZS7miBIKRMcrMZljcEAz007w 11-11-1 r-~ 15-10-0 -t 1I:4~ 4-0-1 5-1 3-5-0 1-6-0 Scale= 1:31.5 Plate Offsets (X,Y)-- 4.00112 18 ---------- 27 3x4 3-5-0 6x8 10 2x4 --+ 3-5-0 [3:0-3-13,0-2-7], [5:0-3-13,0-2-7] 2x4 28 29 9 30 3x10 - 7-11-0 4-6-0 31 12-5-0 4-i;:Q 6x8 - 8 2x4 - 32 --+-----15-10-0 3-5-0 -- 26 6 I~ ! ::s 1~, 7 tJ 0 3x4 ----, 1 ---- LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.19 9 >967 240 MT20 220/195 TCDL 14.0 lumber DOL 1.25 BC 0.33 Vert(CT) -0.36 9 >530 160 BCLL 0.0 • Rep Stress Iner NO WB 0.41 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code IBC2016fTPl2014 Matrix-MS Weight: 126 lb FT= 20% '-- LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-0-10 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-5-6, 6=0-5-6 Max Horz 2=26(LC 36) Max Uplift 2=-201(LC 4), 6=-201(LC 5) Max Grav 2=1503(LC 31), 6=1503(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4547/405, 3-4=-6663/566, 4-5=-6663/568, 5-6=-4547/406 BOT CHORD 2-10=-370/4368, 9-10=-379/4356, 8-9=-357/4356, 6-8=-348/4368 WEBS 3-9=-205/2596, 4-9=-1033/180, 5-9=-206/2596 NOTES- 1) 2-ply truss to be connected together with 1 Od (0. 131 "x3") nails as follows: Top chords connected as follows: 2x4 • 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=67mph; 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 DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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 will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2 and 201 lb uplift at joint 6. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .A, WARNING · 1/t.'/lfy deiign p.1rair.elers 1:1nd READ NOTES ON THIS A,'10 INCLUDED MITEK REFERENC!::: PAGE Mli•7473 ttH1. 5!~9:'2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and fs for an lndivtdual building component, not a truss system. Before use, the building designer must vertfy the applicability of design parameters and property incorporale this design into the overall buildlOg design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent oollapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSJnPl1 Ou•llty Criteria, DSB-89 •nd SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 July 1,2021 250 Klug Circle Corona, CA 92880 Job I210476-ROOF, I .Truss A01 !Truss Type California Girder Qty Ply Rodriguez ADU K9884966 1 2 Job Reference (211tional Stone Truss, Inc., Oceanside, CA -92054, 8.510 s Jun 18 2021 MiTek Industries, Inc. Thu Jul 115:56:35 2021 Page 2 ID:DAeJlnduPrRwXIXRvkeDAXz9IGN-4kmbqL7eAI0bvGLuBDrZS7miBIKRMcrMZljcEAz0O7w L NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 lb down and 125 lb up at 3-11-12, 272 lb down and 81 lb up at 6-0-12, 272 lb down and 84 lb up at 7-11-0, and 272 lb down and 81 lb up at 9-9-4, and 268 lb down and 125 lb up at 11-10-5 on top chord, and 16 lb down at 2-0-12, 54 lb down at 4-0-12, 56 lb down at 6-0-12, 56 lb down at 7-11-0, 56 lb down at 9-9-4, and 54 lb down at 11-9-4, and 16 lb down at 13-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1} Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-5~68, 5-7=-68, 11-14~20 Concentrated Loads (lb) Vert: 9=-30(F) 4=-42 19=-7121=-4222=-42 24~71 27=-6(F} 28=-28(F) 29=-30(F) 30=-30(F} 31=-28(F} 32=-6(F} A_ WARNING · Verify doi~n parumt:lttrs: 1u\d READ NOTES ON THIS AND INCLUO£O MITEt< REFERENCE PAGE Mll•?473 rev. 5!19t'2020 BEFORE USE. Design valtd for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of indiv'tdual truss web and/or chord members only. Additional temporary and permanent bracing is always requlred for stability and to prevent collapse with possible pe,sonal injury and property damage. For general guidance regarding the fabrication, slorage, delivery, erection and bracing of trusses and lruss syslems, see ANSVTPl1 Quallty Crlt•rla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate lnslilute, 2670 Crain Htghway, Suite 203 Waldorf. MD 20601 250 Klug Circle Corona, CA 92880 Truss Truss Type Qty Ply Rodriguez ADU tJob. K9884967 1 210476-ROO~ A02 California Stone Truss. Inc., Oceanside, CA -92054, 5-5-0 5-5-0 1 1 Job Reference lootionall 8.510 s Jun 18 2021 MITek Industries, Inc. Thu Jul 1 15:56:37 2021 Page 1 ID:DAeJtnduPrRwX<XRvkeDAXz9IGN-07uLF19uiMHJ8aUGleu 1XYsy,21 Pqaof03Cjl2z0O7u s-11_-1__ J°"~ 1s-10-0 ~o 4-0-2 -5-1 5-5-0 1-6-0 Scale = 1:31.5 6x8 -4x8 l I 4.00 ['12 19 ~ -1~ --21 17 ~ ---.. -- --------------- ~~ --1h 16 -- ------ 22 ------------..... 23 5 15 2 --1~ ~-~ 8 7 3x5 -2x4 3x4 -3x5 = 5-5-0 10-5-0 15-10-0 5-5-0 5-0-0 5-5-0 Pla~sj)S, Y)--[3:0-3-13,0-2-7] LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.13 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.29 Vert{CT) -0.23 7-8 >817 180 BCLL 0.0 Rep Stress Iner YES WB 0.19 Horz{CT) 0.06 5 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS Weight: 60 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-4 max.): 3-4. REACTIONS. {size) 2=0-5-8, 5=0-5-8 Max Horz 2=-37(LC 13) Max Uplift 2=-158{LC 8), 5=-157{LC 9) Max Grav 2=1048{LC 34), 5=1048(LC 39) FORCES. {lb) -Max. Comp./Max. Ten. -All forces 250 {lb) or less except when shown. TOP CHORD 2-3=-2700/455, 3-4=-2412/440, 4-5=-2537/429 BOT CHORD 2-8~368/2574, 7-8=-372/2568, 5-7=-335/2401 WEBS 3-7=-407/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. BOT CHORD Rigid ceiling directly applied. 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)-1-6-9 to 1-5-7, lnterior(1) 1-5-7 to 5-6-12, Exterior{2R) 5-6-12 to 9-9-11, lnterior(1) 9-9-11 to 10-5-0, Exterior(2R) 10-5-0 to 14-7-15, lnterior{1) 14-7-15 to 17-4-9 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other lfve loads. 5) • 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 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 2 and 157 lb uplift at joint 5. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 96 lb up at 5-11-12, and 250 lb down and 83 lb up at 7-11-0, and 250 lb down and 96 lb up at 9-10-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard .£, WMNING Verify d~iign parmnetttrs and READ NOTES ON TI-US AND INCLUDED MITEK REFERENCE PAGE Mll•7473 re\/. 5!~912020 8EFORE USE Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and ls for an indivktual building component, not a truss system. Before use. the bu"ding designer must vertty !he applicability of design parameters and praperty incorporate this des,gn into lhe overall building design. Braclng Indicated Is to prevenl buckling of Individual truss web and/or chord members only. Additional temporary and permanenl bracing '5 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB•B9 and SCSI Bullding Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 July 1,2021 1111· MiTek· 250 Klug Circle Corona, CA 92860 ---'- I~ 6 .~r l~ Job • Truss 210476-ROOF A02 Truss Type California ry 1 Ply Rodriguez ADU K9884967 . Job Reference o tional Stone Truss, Inc., Oceanside, CA -92054, 8.510 s Jun 18 2021 MiTek Industries, Inc. Thu Jul 1 15:56:37 2021 Page 2 ID :DAeJtnduPrRwXIXRvkeDAXz91GN-07uLF 19uiMHJ8aUGleu1 XY syXZ 1 Pqaof03Cjl2z0O7u LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-4=-68, 4-6=-68, 9-12=-20 A WARNING . Ve1ify dei19n parameters and READ NOTES ON TH!S AND INCLUDED MITEK REFERENCE PAGE M!!•7473 rt-v. S.'19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This des6gn is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of deSfgn parameters 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 temporary and permanent bracing Is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guktance regarding the fabrication, storage, delivery, erection and bre,cing of trusses and truss systems. sea ANSVTPJ1 Quality Crit•rla, DSB-89 and SCSI Building Component Safety Information available from Truss Plata Institute, 2670 Crain Highway, Sui1e 203 Waldorf. MO 20601 MIi. MiTek' 250 Klug Circle Corona, CA 92880 Truss Truss Type Qty Ply Rodriguez ADU Job • ~10476-ROOF. K9884968 Stone Truss, Inc., A03 California Oceanside, CA -92054, Job Reference o lional 8.510 s Jun 18 2021 Milek Industries, Inc. Thu Jul 1 15:56:38 2021 Page 1 ID:DAeJtnduPrRwXfXRvkeDAXz9IGN-UJSjTNAWTgPAmk3TsLPG4mOE1zMoZ1doFjyGrVz0O7t ______ ..,6-,:,S-0:.,:.... ________ _..,5i'f-1"'0'-'-1'!'5---'s"'-"-9.,,9~-+l 9-~s-'=o+I --1s-10--0 I 1s-11-15.J],•-ll 6-5-0 0:5-15 1-10-10 0-7-7 6-5-0 ,.,.,so:.::i Seate = 1 :32.5 6x8 - 5 4x6 4.00112 _3 -1 ~ --------20 ~ ~ ----24 ~~ ---~ J 25 19 ~ 18 26 --27 6 2 17 "' 28 I;:;;, -& 7 8 0 -;. J 1:;: -•:;: 10 9 --I 3x5 = 2x4 II 3x4 3x6 - 6-5-0 9-5-0 15-10-0 6-5-0 3-0-0 6-5-0 -------Plate Offsets QLl'l::.. 0 @:0±Q,0-2-6 6:0-0-6 0-0-0 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.10 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.23 10-13 >821 180 BCLL 0.0 Rep Stress Iner YES WB 0.09 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS r-- Weight: 59 lb FT= 20% LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING• TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purtins (3-11-0 max.): 3-4. REACTIONS. (size) 2=0-5-8, 6=0-5-8, 7=0-1-7 Max Horz 2=-51 (LC 13) Max Uplift 2=-174(LC 8), 6=-166{LC 9), 7=-331{LC 32) Max Grav 2=1051{LC 35), 6=1405{LC 32), 7=81(LC 41) FORCES. (lb)-Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 2-3~2531/511, 3-4=-2289/484, 4-6=-2422/458 BOT CHORD 2-10=-392/2405, 9-10=-394/2398, 6-9=-348/2273 WEBS 3-9=-345/71 NOTES· 1) Unbalanced roof live loads have been considered for this design. BOT CHORD Rigid ceiling directly applied. 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)-1-6-9 to 1-5-7, lnterior(1) 1-5-7 to 6-6-12, Exterior(2E) 6-6-12 to 9-5-0, Exterior(2R) 8-9-9 to 13-0-7, lnterior(1) 13-0-7 to 17-4-9 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) Provide adequate drainage to prevent water ponding. 4) This tn.iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2, 166 lb uplift at joint 6 and 331 lb uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 10) This truss is designed in accordance with the 2018 lntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 121 lb up at 6-11-12, and 264 lb down and 41 lb up at 7-11-0, and 260 lb down and 125 lb up at 9-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. ,A WARNING . Ve1ify tffl'i19n p,lramt1lttrs and READ NOTES ON THIS A.\iD INCLUDED MlTEt< REFERENCE PAGE M!l•7473 r~v. 5/1912020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an lndivktuat building component, not a truss system. Befote use. the building destgner must verify the applicabKity of design parameters and proper1y Incorporate this design into the overall buhding design. Bracing indicated Is lo prevent bucklilg of indMdual truss web and/or chord members only. Additional temporary and permanenl bracing is always required for stability Md to prevent collapse with possible persona! Injury and property damage. For general guidance regarding lhe L fabrk:ation, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP/1 Quality Criteria, 0S8-89 and SCSI Building Component Safety Information aval!able from Truss ?late Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ------------ July 1,2021 250 Klug Circle Corona, CA 92880 ,";-! r~ _J "f "f N Job • Truss Truss Type Qty Ply Rodriguez ADU A03 California 210476-ROO~ K9884968 I Job Reference o tional) _______________ ~. Stone Truss, Inc .• Oceanside, CA -92054, 8.510 s Jun 18 2021 MiTek Industries, Inc. Thu Jul 115:56:38 2021 Page 2 ID:DAeJtnduPrRwXfXRvkeDAXz9IGN-UJSjTNAWTgPAmk3TsLPG4mOE1zMoZ1doFjyGrVz0O7I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-23=-68, 4-23=-28, 4-5=-68, 4-6=-68, 6-7=-89, 7-8=-68, 11-14=-20 Concentrated Loads (lb) Vert: 4=-25 21 =-25 22=-34 A, WARNING. Veilfy de~n p.armn1:ter&: und READ NOTES ON THIS AND INCLUDED MITE.,< REFERENCE PAGE Mll,7473 rt-\/. 5!19/2020 GE.FORE USE Design valid for use only with MIT ek® connectors. This design is based only upon parameters shown, and is for an Individual bullding component, not a truss system. Before use, the building designer must verify the appllcabHity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckUng of indMdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury aM property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see AHSIITPl1 Quallty Criteria, DSB-89 and SCSI Bulldlng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Nii. MiTek· 250 Klug Circle Corona, CA 92880 Job · Truss Truss Type Qty Rodriguez ADU t I Ply K9884969 210476-ROOF A04 Common Stone Truss, Inc., Oceanside, CA• 92054, -1-7-8 -1-6-0 4-4-6 o-9!-8 1.5-0 4-4-6 7-11-0 3-6-10 1 Job Reference r ooUonall 8.510 s Jun 18 2021 MoTek Industries, Inc. Thu Jul 1 15:56:39 2021 Page 1 ID:DAeJtnduPrRwXIXRvkeDAXz9IGN-zV05giB8E_X1NuefO2wVczxRyMixlTLyUNhqNxz0O7s 11-5-10 ---,l--15-10-0 ----l 3-6-10 4-4-6 Scale = 1:29.5 2 14 15 .---- 3x7 - 16 ---- 4.00 T2 17 ---- ------ Plate Offsets (X Y)-[2·0-7-2 0·0·4] [6·0-7-2 0-0-41 ' ' ' ' LOADING (psi) SPACING• 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 LumberDOL 1.25 BCLL 0.0 . I Rep Stress I ncr YES BCDL 10.0 Code IBC2018(rPl2014 - 7-11-0 7-11-0 CSI. TC 0.29 BC 0.35 WB 0.19 Matrix-AS 4x4 = ---- ---...... ---.......... -. 20 ---.......... -........___ _____ 21 -----............ 5 '> -------~ 2x4 ~ ------------- 3x8 - 15-10-0 7-11-0 DEFL. in (loc} I/defl L/d Vert(LL) -0.05 7-10 >999 240 Vert(CT} -0.22 7-10 >877 180 Horz(CT} 0.04 6 n/a n/a 22 23 PLATES MT20 -........___, --... GRIP 220/195 624 1@ 3x7 0 lb FT= 20% Weight: 6 LUMBER· TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS, (size} 1=Mechanical, 6=0-5-8, 2=0-5-8 Max Horz 1 =-239(LC 31 }, 2=239(LC 31} Max Uplift 1=-224(LC 31), 6~80(LC 9), 2=-84(LC 8) Max Grav 1=144(LC 36), 6=682(LC 1), 2=1019(LC 1) FORCES. (lb}• Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 1-2~23/320, 2-3~1495/381, 3-4=-1147/258, 4-5=-1150/269, 5-6=-1563/376 BOT CHORD 2-7=-332/1384, 6-7=-320/1471 WEBS 4-7=-27/465, 5-7=-564/183, 3-7=-495/177 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}-1-5-4 to 1-6-12, lnterior(1} 1-6-12 to 7-11-0, Exterior(2R) 7-11 -0 to 10-11-0, lnterior(1} 10-11-0 to 15-10-0 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 psi 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 will 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 224 lb uplift at joint 1, 80 lb uplift at joint 6 and 84 lb uplift at joint 2. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .A_ WARNING· Ve11fy dei19n pammetert and READ NOTES ON THIS ANO INCLUDED MITEI( REFERENCE PAGE Mll,7473 rev. 5!19l2020 BEFORE USE. Design valid for use only with MfTek® connectors. This destgn is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buWding designer must verify the applicability of design parameters 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. Add;tional temporary and permanent bracing is atways required for stability and lo prevent collapse with posslble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlnPl1 Quality Crlt•ri•, DSB-89 and SCSI Building Componenr S•f•ty tnformarlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 July 1,2021 1111· MiTek' 250 Klug Cirde Corona, CA 92880 "' J;:i; 0 ~ r 0476-ROO~ L B01 ~ssType ~E Ply Rodriguez ADU K9884970 Job Reference lontional\ Stone Truss, Inc., Oceanside, CA -92054, -1-§-0--t 6-6-0 8.510 s Jun 18 2021 MITek Industries, Inc. Thu Jul 1 15:56:41 2021 Page 1 ID:DAeJtnduPrRwXfXRvkeOAXz9IGN-vu7s50CPmbnldBo2XTyziOOkAAQhmOaFxhAwSqz007q 13-0-0 1-6-0 6-6-0 4x4 = 4x4 ::: 2.00'12 6-6-0 6-6-0 -t- Plate Offsets (X,Y)-_[2:0-5-0,0-2-13], 2:1-1-0 0-1-8 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.00 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.18 BCLL 0.0 Rep Stress Iner NO WB 0.08 Horz(CT) 0.00 BCDL 10.0 Code IBC2018/TPl2014 Matrix-$ (loc) I/defl Ud 1 nlr 120 1 nlr 120 8 n/a n/a 6-6-0 13-0-0 6-6-0 PLATES MT20 _L Weight: 56 lb Scale = 1 :24.6 4x4 - GRIP 220/195 FT= 20% LUMBER- TOP CHORD BOT CHORD OTHERS 2X4 OF No.1 &Btr G 2X4 OF 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. (lb)· All bearings 13-0-0. Max Horz 2=53(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 7 except 6=-126(LC 32), 2=-308(LC 29), 8=-107(LC 57) Max Grav All reactions 250 lb or less at joint(s) except 6=321(LC 65), 2=458(LC 53), 8=251 (LC 63), 9=371 (LC 57), 7=455(LC 60) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3~6371621, 5-6=-621/612 BOT CHORD 2-9=-6011613, 6-7=-577/602 WEBS 4-8=-255/84, 3-9~2901130, 5-7=-350/221 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)-1-6-9 to 1-6-5, Exterior(2N) 1-6-5 to 6-5-15, Corner(3R) 6-5-15 to 9-5-15, Exterior(2N) 9-5-15 to 11-5-11 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 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 will 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) 7 except (jt=lb) 6=126, 2=308, 8=107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 2, 8, 9, 7. 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 moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 14) 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 13-0-0 for 115.4 pll. A_ WARNING · Vt'1i!y design pJrmr.tiltH't and READ NOTES ON T!11S ANO INCLUDED MITEK REFERENCE PAGE l\◄11-7473 r~v. 5119i2G20 BEFORE USE Design valid for use only with MITek® connee1ors. This design is based only upon parameters shown, and Is for an individual bulldlng oomponent, not a truss system. Before use, the building desjgner mus! verify the applicabllily of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addttional temporary and pennanent bractng L Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and SCSI Bulldlng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 - July 1,2021 Nii' MiTek· I ~50 Klug Cirde _ ~na, CA 92880 Iaty Ply Rodriguez ADU 7 I K9884970 210476-ROO~ B01 GABLE 1 ~---------~---------~-----------------~-Job Reference '2,~p"'tio"'n"a""I)'------~---- Job· Truss Truss Type Slone Truss, Inc., Oceanside, CA -92054, 8.510 s Jun 18 2021 MiTek Industries, Inc. Thu Jul 115:56:42 2021 Page 2 ID:DAeJtnduPrRwXIXRvkeOAXz9IGN-N4hElk01XwcELNE5BTCEcZuwamwVrq0ALwU_Gz007p NOTES- 15) No notches allowed in overhang and 10600 from left end and O 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. A_ WARNING . V~rify de~n paru1m:tt11·s und READ NOTES ON THIS AND INCLUDED MITEK REFE.RE:NCE PAGE Mll,7-473 rev. S.''i9t2020 BEFORE USE. Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, !he building designer must verify the applicability of design parameters and properly inoorporate this design into the overall buNding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is ~ays required for stability and to prevent collapse with possible personal Kljury and property damage. For general guidance regarding the fabrication, storage, delivery, erecUon and bracing of trusses and truss syslems, sea ANSIITP/1 Qu•Uty Crit•ri•, DSB-B9 •nd SCSI Bulldlng Component S•f•ty Jnform•tlon available from Truss Plate Institute, 2670 Crain Htghway, Suite 203 Waldorf, MD 20601 250 Klug Cirde Corona, CA 92880 Truss Qty Ply Rodriguez ADU I Job · I Truss Type K9884971 210476-ROO~ B02 Scissor 6 1 Job Reference tontional' Stone Truss, Inc., Oceanside, CA -92054, 6-6-0 8.510 s Jun 18 2021 Mffek Industries, Inc. Thu Jul 1 15:56:44 2021 Page 1 I0:0AeJtnduPrRwXfXRvkeDAXz9IGN-JTpjQEH3W9KUfXdDcWgJOeF1NP6ziwhdfPb28z007n 13--0-0 6-6-0 Scale: 1/2"•1' 4x6 = 3 -----,---------------~ ------13 14 ________ --------15 16 ----------------17 ----------------------- -------~---------5 -----------------------12 ...-~ .,.,... -------------------------........__ -~ 4.00112 18 ,...---::---___ ~ 5x6 = --_ eY -------s~ 1 ~~ ~ 2.00 12 2 3x5 cc 3x5 - f-6-6-0 13-0-0 6-6-0 6-6-0 LOADING (psi) SPACING-2-0-0 CSI. I DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 I Vert(LL) -0.08 5-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.26 5-11 >606 180 BCLL 0.0 Rep Stress Iner YES WB 0.29 Horz(CT) 0.10 4 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS Weight: 40 lb FT= 20% --- LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 DF Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 2=0-5-8, 4=0-5-8 Max Horz 2=51(LC 16) Max Uplift 2=-127(LC 8), 4=-64(LC 9) Max Grav 2=683(LC 1 ), 4=566(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1831/494, 3-4=-1829/508 BOT CHORD 2-5=-429/1736, 4-5=-429/1737 WEBS 3-5=-100/726 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) -1-6-9 to 1-2-5, lnterior(1) 1-2-5 to 6-6-0, Exterior(2R) 6-6-0 to 9-6-0, lnterior(1) 9-6-0 lo 13-0-0 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 will 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) 4 except (jt=lb) 2=127. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 1 O) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. ,A_ WARNING. Ve1ify deii\}n parmnetttrs tmd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rt'V. SH9l2020 BEFORE USE Design valid for use only with Milek® connedors. This design is based only upon parameters shown, and is for an indivlduat building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildklg design. Bracing Indicated Is to prevent buckling of indivtdual truss web and/or chord members only. Addltional temporary and permanent bracing is atways required for stability and to prevent collapse wijh possible personal injury and property damage. For general guidance regarding !he fabrication, storage, delivery, erecOon and bracing of trusses and truss systems, see ANStn'P/1 Quality Criteria, DSB-89 and SCSI Building Component S•f•ty lnform•tlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorl, MD 20601 July 1,2021 250 Klug Circle Corona, CA 92880 _J Job· Truss !Truss Type Qty 'Ply Rodriguez ADU K9884972 I 210476-ROOF B03 I Common Structural Gable 1 I 1 Job Reference I ootionan Stone Truss, Inc., Oceanside, CA -92054, -1-6-0 6-6-0 8.510 s Jun 18 2021 MiTek Industries, Inc. Thu Jul 1 15:56:45 2021 Page 1 1D:DAeJtnduPrRwXIXRvkeDAXz91GN-nfNNxmFvqqHB5p6pmJ1vsEBOonlsiCtqsJ88bbz0O7m 13--0-0 1-6-0 6-6-0 4.00112 22 -------- 21 2 20 -- --- 3x5 - 6-6-0 6-6-0 Plate Offsets IX Y\-12:0-2-2 Edoel. 14:0-2-2 Edoel LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 14.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress Iner YES WB 0.12 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS 5x6 = DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.18 0.02 (loc) 5-19 5-16 4 1/defl >999 >855 n/a Lid 240 180 n/a 6-6-0 23 13--0-0 S:-6-0 24 PLATES MT20 Weight: 48 lb GRIP 220/195 Scale = 1 :23.6 3x5 FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. 2X4 OF Std G REACTIONS. (size) 4=0-5-8, 2=0-5-8 Max Horz 2=51(LC 16) Max Uplift 4=-64(LC 9), 2=-127(LC 8) Max Grav 4=566(LC 1 ), 2=683(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1072/300, 3-4=-1070/315 BOT CHORD 2-5~235/979, 4-5=-235/979 WEBS 3-5=0/300 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)-1-6-9 to 1-5-7, lnterior(1) 1-5-7 to 6-6-0, Exterior(2R) 6-6-0 to 9-6-0, lnterior(1) 9-6-0 to 13-0-0 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 indicaled. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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 will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Ut=lb) 2=127. 10) This truss Is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .A WARNING~ Venfy dt!~•gn p,,rmritler't and READ NOTES ON Tl➔IS ANO INCLUDED MITEP< REFERENCE PAGE Mll•7473 ~v. 5.'19/2020 BEFORE USE Design valtd for use only with MITek® connectors. This destgn Is based only upon parameters shown, and is for an indivktual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and proper1y incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of ind/vktual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalton, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 •nd SCSI Building Component Safety lnform•tlon avaflable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 July 1,2021 250 Klug Circle Corona, CA 92680 Truss Truss Type Qty Ply Rodriguez ADU [: B04 Common 2 1 K9884973 I 76-ROO~ -Job Reference I oetional) Stone Truss. Inc .. Oceanside, CA -92054, ' ' 8,510 s Jun 18 2021 M1Tek Industries, Inc, Thu Jul 1 15:56:46 2021 Page 1 I0:DAeJtnduPrRwXIXRvkeDAXz9IGN-Frxl86GXa7P2jzg?K0Y8PRkbYB55Rf6_5zuh71z0O7I -------~~~3-0~-0~--------1 Scale = 1:23,6 j 1 4,00 112 ---------- 13 12 2 .....::::::.. ~ 3x5 - 6-6-0 6 6-0 Plate Offsets (X,Y)--[2:0-2-2,Edgel 14:0-2-2 Edael LOADING (psf) SPACING-2-0-0 CSI. i TCLL 20,0 Plate Grip DOL 1,25 TC OAO TCDL 14,0 Lumber DOL 1,25 BC 0,32 BCLL 0,0 Rep Stress Iner YES WB 0,12 5x6 ----------------- 2x4 DEFL. in (loc) Vert(LL) -0,07 5-11 Vert(CT) -0,18 5-8 Horz(CT) 0,02 4 -----...._ -.. --15 ----.__ .____ 16 -------- 13-0-0 6-6-0 I > /defl 999 855 n/a 240 MT20 > 180 n/a --- GRIP 220/195 17 4 3x5 = BCDL 10.0 Code IBC2018/TPI2014 Matrix-AS I UdT PLATES Weight: 41 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied, Rigid ceiling directly applied. REACTIONS, (size) 4=0-5-8, 2=0-5-8 Max Horz 2=51 (LC 16) Max Uplift 4=-64(LC 9), 2=-127(LC 8) Max Grav 4=566(LC 1 ). 2=683(LC 1) FORCES. (lb) -Max, CampJMax, Ten, -All farces 250 (lb) ar less except when shown, TOP CHORD 2-3=-1072/300, 3-4=-1070/315 BOT CHORD 2-5=-235/979. 4-5=-235/979 WEBS 3-5=0/300 NOTES- 1) Unbalanced raaf 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)-1-6-9 to 1-5-7, lnterior(1) 1-5-7 to 6-6-0, Exterior(2R) 6-6-0 lo 9-6-0, lnterior(1) 9-6-0 lo 13-0-0 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 psi 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 will 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 2=127, 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) This truss has been designed for a moving concentrated load of 250,0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads, 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, A_ WARNING · Vtnif'/ de"JJ9n µ,1rmnelers; Hnd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll,7473 ~v. S.'1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing lndtcaled is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Is atways requlr&d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecUon and bracing of trusses and truss systems, see ANSVTPl1 Quality Crlt•rl•, DSB·B9 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 July 1,2021 I 1111• J MiTek' . 250 Klug Cirde Corona, CA 92880 J Job Qty Ply Rodriguez ADU 210476-ROO_F Stone Truss, Inc., -1-6-0 I Truss B05 ! Truss Type K9884974 Roof Special _...1.. ________________ .....1. ___ .__ __ --"J"o""b'-'R-"e'-'f"er"'e"'n"'ce ~ lo,,.,n,.,li:,:o,.,na::,H,_ ______________ _ Oceanside, CA -92054, 8.510 s Jun 18 2021 M!Tek Industries, Inc. Thu Jul 1 15:56:48 2021 Page 1 ID:DAeJtnduPrRwXfXRvkeDAXz9IGN-CE2VZnlo61nzGqOSRacUsp_ 4?g6vTYHYHNoBwz0O7j 3-7-14 6-6-0 1-6-0 3-7-14 __ __,9--,..:10-0 I 12-0-2 I 15-0-0 I 16-0-0 I 3-4-0 2-2-2 2-11-14 1-0-0 2-10-2 4.00 112 2x4 '::: 21 19 3x4 6-6-0 6-6-0 Plate Offsets (X,Y)-· [2:0-1-10,0-0-0 LOADING (psf) TCLL 20.0 I SPACING• 2-0-0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES CSI. TC BC WB 0.20 0.73 0.51 4x4 12 3x8 - -+ 23 9-10-0 -3-4-0 DEFL. Vert(LL) Vert(CT) Horz(CT) 24 3x7 :c- 5 ----r_;,------~ 3x4 6 ---- 10 3x4 in (loc) 1/defl -0.07 11-12 >999 -0.23 11-12 >793 9 4x4 = 26 12-0-2 --+-15-0-0 2-2-2 ---2-11-14 Ud PLATES 240 MT20 180 0.07 7 n/a n/a Scale= 1:28.8 27 7 3x4 = GRIP 220/195 BCDL 10.0 Code IBC2018/TPI2014 Matrix-AS Weight: 65 lb FT= 20% LUMBER-BRACING- TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No.1 &Btr G 'Except' 5-10: 2X4 OF Std G WEBS 2X4 OF Std G REACTIONS. (size) 2=0-5-8, 7=0-5-8 Max Horz 2=-63(LC 13) Max Uplift 2=-130(LC 8), 7=-246(LC 9) Max Grav 2=768(LC 1 ), 7=709(LC 43) FORCES. (lb). Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. BOT CHORD TOP CHORD 2-3=-1494/374, 3-4=-1231/278, 4-5=-1225/282, 5-6=-2278/485, 6-7=-1566/320 BOT CHORD 2-12=-286/1399, 11-12=-444/2261, 5-11=-64/533, 9-10=-63/305, 7-9=-265/1471 WEBS 3-12=-469/146, 4-12=-43/492, 5-12=-1229/311, 9-11~217/1254, 6-11=-132/705, 6-9=-4 75/119 NOTES- 1) Unbalanced roof live loads have been considered for this design. Rigid ceiling directly applied. 2) Wind: ASCE 7-16; Vull=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)-1-6-9 to 1-5-7, lnterior(1) 1-5-7 to 6-6-0, Exterior(2R) 6-6-0 to 9-6-0, lnterior(1) 9-6-0 to 16-0-9 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 will 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl{s) except ut=lb) 2=130, 7=246. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 240 lb up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 A_ WARNING -, Ve1ify dt:1j!Qn pammt1lt:1rs a1ld READ NOTES ON THIS A.\lD INCLUDED MITEK REFERENCE PAGE M!l,7473 rt".'. 5!19/2020 BEFORE USE Design valid for uH onfy with Milek® connectors. This design is based only upon parameters shown, end is for en individual bullding component, not a truss syslem, Before use, the building des)gnlf must verify the applicab~ity of design parameters and proper1y incorporate this design lnto the overall buHding design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Bulldlng Component Safety Information available from Truss Ptate Institute, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 July 1,2021 250 Klug Cirde Corona, CA 92880 Job• Truss Truss Type Rodriguez ADU I I K9884974 Qty Ply 210476-ROOf BOS Stone Truss. Inc., Oceanside, CA -92054, Roof Special 3 1 Job Reference (Q:~P,,:tioe,n.,,ae,llc.._..,...--c=----c-.,--c-cc=~==--=,---=-_, 8.510 s Jun 18 2021 M!Tek Industries, Inc. Thu Jul 1 15:56:48 2021 Page 2 ID:DAeJtnduPrRwXfXRvkeDAXz9IGN-CE2VZnlo61flzGqOSRacUsp_ 4?g6vTYHYHNoBwz0O7j LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-68, 4-8=-68, 11-13=-20, 10-16=-20 Concentrated Loads (lb) Vert: 16=141 £ WARNING . Verify dl!t-sn p,wur.t!-hs!"$ imd READ NOTES ON THIS ANO INCLUDED MtTEK REFERENCE PAGE M!!,7473 rt!¥ 5.11912020 BEFORE USE Design valid for use onty with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the buHding designer must verify the applicability of design parameters and properly incorporate I his design into the overan buHding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For gen&ral gukiance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•llty Crlt•rl•, DSB·89 •nd SCSI Bulldlnr, Component S•f•ty lnfonn•tion available from Truss Plate Institute, 2670 Crain Highway, Sui1e 203 Waldorf, MD 20601 MIi. MiTek· 250 Klug Circle Corona, CA 92880 ~6 Truss Truss Type Qty Ply Rodriguez ADU K9884975 -ROOF 806 GABLE 1 1 Job Reference t onlionaJl l Stone Truss, Inc., Oceanside, CA-92054, 8.510 s Jun 18 2021 MITek lndustnes, Inc. Thu Jul 1 15:56:50 2021 Page 1 IO:OAeJtnduPrRwXfXRvkeOAXz9IGN-8dAF T J2eMvTCa mZsd4ZHuGOoLNNSNZ?bsvGoz0O7h ~-:c6-0-:c----t-----------c6-C-:6-C-:0c-_________ +----i:"9-~4-0 110-0-0 I -15-0-0 ~0-0 j 1-6-0 6-6-0 2-10-0 0-8-0 5-0-0 1-0-0 Scale = 1 :29.8 I-- 4.00112 5-4.14 ~4 4x8 31 4 --- 3x4 32 5 10 9 10-0-0 ---"';:4"",;""~2------~~---- ().5-8 Plate Offsets (X,Y)-[2:1-1-8,0-1-8], [2:0-4-8,0-2-13], [3:0-0-4,0-3-8], [3:0-4-0,0-1-8], [6:0-1-8,0-2-2], [6:0-3-12,Edge LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 14.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 Rep Stress Iner NO WB 0.17 BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (lac) -0.11 12-24 -0.36 12-24 0.02 25 I/defl >999 >328 n/a Ud 240 180 n/a PLATES MT20 Weight: 75 lb 3x6 6 ---- GRIP 220/195 FT=20% LUMBER- TOP CHORD BOT CHORD 2X4 OF No.1&Btr G 2X4 DF No.1 &Btr G •Except• 5-10: 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. WEBS OTHERS REACTIONS. (lb)- 2X4 OF Std G 2X4 OF Std G All bearings 5-0-0 except {jt=length) 2=0-5-8. Max Horz 2=-201 (LC 39) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-400(LC 29), 11=-189(LC 32), 10=-149(LC 30), 6=-281 (LC 32), 9=-234(LC 1) Max Grav All reactions 250 lb or less at joint(s) 10, 9, 8 except 2=675(LC 1 ), 11 =551 (LC 65), 11 =527(LC 1 ), 6=380(LC 67), 6=295(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3~1115/873, 3-4=-736/571, 4-5=-931/638, 5-6=-821/838 BOT CHORD 2-12=-616/802, 11-12=-513/759, 5-11=-617/154, 9-10=-310/319, 8-9=-444/452, 6-8=-573/595 WEBS 4-12=0/414 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)-1-6-9 to 1-8-13, lnterior(1 ) 1-8-13 to 6-6-0, Exterior(2R) 6-6-0 to 9-4-9, lnterior(1) 9-4-9 to 16-0-9 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 ANSlfTPI 1. 4) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 will 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) Bearing atjoint(s) 11 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2, 189 lb uplift at joint 11, 149 lb uplift at joint 10, 281 lb uplift at joint 6, 234 lb uplift at joint 9 and 281 lb uplift at joint 6. 12) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. £. WARNING · Vt'11!y de,ign pJrameltsrs Hild READ NOTES ON THIS h".;0 INCLUOEO MITEK REFERE:NC!:: PAGE M11•74i3 rt-v. 5!19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upan parameters shown. and is for an individual building component. not a truss system. Before use, Iha buildlno designer must verify the applicabllity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabitity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Qu•llty Crittrl•, DSB·89 and SCSI Building Component S•f•ty lnform•llon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldort, MD 20601 July 1,2021 250 Klug Clrcie Corona, CA 92880 7 I~ 0 / ---Jot,. Truss Truss Type 210476-ROOF B06 GABLE Stone Truss, Inc., Oceanside, CA -92054, Qty Ply Rodriguez ADU 1 1 Job Reference lontionall K9884975 l 8.510 s Jun 18 2021 Mffek Industries, Inc. Thu Jul 1 15:56:51 2021 Page 2 ID:DAeJtnduPrRwXfXRvkeDAXz9IGN-cpkeBpKgPg1KqkZz7a8K6VRR8Chc6vdjEEbSoEz0O7g NOTES- 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 14) 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 15-0-0 for 100.0 plf. 15) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 16) No notches allowed in overhang and 10600 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. A_ WARNING · Vt.'nfy de$iyn paminele~ Hnd READ NOTES ON iHIS AND INCLUDED MITEJ< REFERENCE PAGE Mll-7473 rev. 5!19/2020 BEFORE USE. Design valid for use only with MiTek® connedors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properfy inoorporate this design into the overal! building design. Bracing indicated is lo prevent buckling of individual truss web and/or chord members only. Additional temponuy and permanent bracing is always required for stability and lo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrice,tion, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP/1 Quality Crlt.rla, 0S8·89 and SCSI Bui/ding Component S•f•ty lnfonnatlon available from Truss Plate Institute, 2670 Crain H+ghway. Suite 203 Waldorf. MD 20601 Mii' MiTek· 250 Klug Cirde Corona, CA 92880 Job. I Truss I Truss Type GABLE Qty Ply Rodriguez ADU K9884976 Job Reference rootional\ 1210476-RO~F (01 -~ .__S_t_o_n_e_T-ru_s_s_, -ln-c-.. --~0-ce_a,._n_s~id~e, CA -92054, 8.510 s Jun 18 2021 MiTek lndustnes, Inc. Thu Jul 1 15:56:52 2021 Page 1 ID:DAeJtnduPrRwXIXRvkeDAXz9IGN-4?I0P9LIAzABRu89hHfZeizgjcCqrN1sTuLOKhz0O7f Plate Offsets X Y -- LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 r-·;_;g -+- --- \... --------3x4 = 5x6 I-- 5-0-0 5-0-0 --------+----------'1""0-0-0 I 11-6-0 5-0-0 1-6-0 4x4 = J 10 5x6 3x5 = 10-0-0 10-0-0 [2:0-4-12,Edge], [2:0-0-4,0-1-13], [4:0-2-0,0-0-4], [4:0-2-0,0-0-4], [6:0-0-4,0-1-131 ~0-4:.!l,Ed~L_--__ _ --- SPACING-2-0-0 CSI. DEFL. in (loc} I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.23 Vert(LL} 0.00 6 n/r 120 MT20 220/195 Lumber DOL 1.25 BC 0.11 Vert(CT} -0.00 7 nlr 120 Rep Stress Iner NO WB 0.09 Horz(CT} 0.00 9 nla n/a Scale = 1 :24.8 BCDL 10.0 Code IBC2018rTPl2014 Matrix-$ Weight: 48 lb FT= 20% BRACING-LUMBER· TOP CHORD BOT CHORD OTHERS 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb}- All bearings 10-0-0. Max Horz 2=-31(LC 32) Max Uplift All uplift 100 lb or less atjoint(s} 10, 8 except 2=-289(LC 29), 6=-292(LC 32), 9=-132(LC 57) Max Grav All reactions 250 lb or less at joint(s) 9 except 2=376(LC 61), 6=376ILC 65), 10=441(LC 57), 8=441 (LC 60) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-3=-793/793, 3-4=-240/299, 4-5=-240/297, 5-6=-787/801 BOT CHORD 2-10=-756/801, 9-10=-213/262, 8-9=-212/261 , 6-8=-751/775 WEBS 3-10=-334/246, 5-8=-334/230 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}-1-6-9 to 1-5-7, Exterior(2N} 1-5-7 to 4-11-15, Corner(3R} 4-11-15 to 7-11-15, Exterior(2N} 7-11-15 to 11-6-9 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 ANSlrTPI 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 will 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) 10, 8 except 0t=lb} 2=289, 6=292, 9=132. 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 moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 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 10-0-0 for 150.0 plf. 14} No notches allowed in overhang and 10600 from left end and 10600 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 A, WARNING. Vt-1:fy de:llgn µ.,ramt:ters: tPld READ NOTES ON THIS AND INCLUDED MITE.K REFERENCt:; PAGE r,..rn.7473 r~"'-5/i9.12020 BEFORE USE Design valid for use only with Mil ek® connectors. This design Is based only upon paramelers shown, and is for an individual building component, not a truss system. Before use, the building deslgnef must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of indMdual truss web and/or chord membefs only. Additional temporary and permanent bfacing is always required for stability and lo prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereciion and bracing of trusses and truss systems, see ANSI/TPl1 Quallty Crit•rl•, DSS-89 and SCSI Bulldlng Component S1f•ty Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 July 1,2021 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. o-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 Milek 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: ANSlffPl1: National Design Specification for Metal OSB-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. a Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS a:: m a 0-' a:: I O 0 U I ~ u 0 ~ ~--------............. .._ ...... ______ ...._ ...... .__....._~o '----""-''-----------------='---' ~ 8 BOTTOM CHORDS 7 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 Milek® All Rights Reserved Mil ek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 j ~ 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 lightly 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 will be suitably protected from the environment in accord wrth 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 responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum ~ating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling 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 (front, 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 RETAINING WALL Development Services Building Division 1635 Faraday Avenue B-7 C I 760-602-2719 T y~ww.carlsbadca.gov A building permit is required for retaining walls in excess of 4 feet. This measurement is taken from the bottom of the footing to the top of the masonry. Retaining walls of any size supporting a surcharge other than soil also require a building permit. The appropriate San Diego County Regional Standard may be used for construction. Link provided below. Contact the Building Division for information on how to obtain a building permit for a retaining wall. For construction details refer to the San Diego County Regional Standards at: http://www.regional-stds.com/home/book/drawings. NOTE: When retaining walls are part of an approved grading plan, a separate building permit will NOT be issued. Review design for retaining walls that are a part of a grading plan with your civil engineer and Land Development Engineering. Retaining walls that are part of the approved grading will be inspected by the Construction Management & Inspection division. INSPECTIONS • Inspections must be performed and approved during several phases of retaining wall construction. Please call for an inspection at the following times: • When the footing has been excavated, the reinforcing steel is tied into its final position, and the site is ready for concrete to be placed, a foundation inspection is required. • An inspection of the wall reinforcement and masonry unit lay-up is required before grouting the wall. If clean out holes are used, masonry may be laid to the full height of the grout pour before calling for the inspection. Grout shall then be poured in a continuous pour in lifts not exceeding six feet. If clean out holes are not used, a pregrout inspection is required prior to each grout pour. Block cannot be laid higher than the grout pour. Note that cleanouts are required for all grout pours in excess of five feet. • After grouting is complete, and wall drain systems are in place, a backfill/drainage inspection is required. • When all backfill and fine grading operations are finished, a final inspection is requi red. BUILDING PLANCHECK CHECLIST FOR RETAINING WALLS Provide a fully dimensioned site plan drawn to scale. Show: • North Arrow • Easements • Existing & Proposed Structures • Retaining Wall(s) • Property Lines (dimensioned from street) • Show Proposed location(s) of walls • Show wall heights (top of wall-TW and bottom of wall-BW) at ends of walls, tallest points of wall & at points of height change. • Drainage patterns • Existing and proposed slopes • Existing topography Include on plans: • Site address • Assessor's parcel number • Legal description Grading quantities: Cut. ____ Fill ____ Import/Export __ _ B-7 Page 1 of 2 Rev. 08/1 O B-7 T.W. '"" ', ___ ___, !"'-! 5 Minimum PROPERTY LINE DIST. JJ .w i z !::J [ >-. 1- ffi JJ ~ A • I I _ _. .. ·1 r--· 1·1 .. "TT ... r=======i J}J PLAN T.W. -TOP DF WALL ELEVATION 8.W. -BDTTDM OF WALL ELEVATION PROV1DE CUBIC YARDAGE OF PROPOSED CUT /FILL CITY OF CART.SB;\ D SAMPLE PLOT PLAN FOR RETAINING WALLS ORAV.W BY: SCOT VANS. CARLSBAD ENGINE:ERING DEPT. 1 26 OJ C: lEMPORARY DRA'MNGS RE AININC WAU. EXHIBIT.DWG Page 2 of 2 Rev. 08/10 -'>< • <.> st-)( 0 _ I E J5 )( IJ") • O CXl E C> I ix> i': ~ a) C: ~ I·-..o NE • N PLAN I H=B'-0" I H=5'-4" I H=3'-8" I I I I a A a ({)Bors ,-lJhLJ-1~:....._.,..c., 1 l-'-+-+4---+--'l'-'H D@ ,2· --==-#4 Key ~ T ~ 1YPICAL SECTION OVER 5'-4" H (MAX) T (MIN) W (MIN) @BARS @BARS ©BARS ({)BARS MAX SOIL PRESSURE u ELEVATION HORIZONTAL REINF. NOT SHOWN DIMENSIONS AND REINFORCING STEEL 3'-8" 5'-4" o·-a· o·-10· 2'-4" 3'-6" #4@32" #4@32" --#4@32" ---- #4 TOTAL 4 #4 TOTAL 5 500PSF 600PSF NOTES: 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. Fill All BLOCK CELLS WITH GROUT. Revision By Approved Dote ORIGINAL Kercheval 2 75 Add Metric T. Stanton 03/03 Delete Metric .S. T. Shell 03/11 Reviewed TS T. Stanton 11 /15 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 1 LEVEL BACKFILL WITH 2-IN HEEL •v I '° II ::i:: @ Bors ~ u 1YPICAL SECTION 5'-4" MAX a·-o· 1·-0· 5'-4" #4@32" #4@32" #6@16" #4 TOTAL 6 BOOPSF RECOMMENDED BY 11-iE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAWING NUMBER C-01 . N EDGE OF FOOTING J__ I---------''------~ T--~..,...,...,..,_.,...,,..,....,,...,...,....,.,..,...,...,......,.... LAYOUT LINE ::.: coz g .1:ico N i co ~ I in II :,,: :i:: u 'coz g I -CD • ::IE N N 1 1/2 : 1 SLOPING BACKFILL OR 250 PSF LNE LOAD SURCHARGE #4 TOTAL 5 ,c:::::.,~-~::::::::J .L W/2 r 7 w u . n I· H=5'-4" . n PLAN H=3'-8" 1'-6" #4 §o 12· #4 0 12· ELEVATION HORIZONTAL REINF. NOT SHOWN 1 1 /2 : 1 SLOPING BACKFILL OR 250 PSF LNE LOAD SURCHARGE @BARS EY #4 TOTAL 2 W2 r u ---~--':,, TYPICAL SECTION 3'-8" MAX lYPICAL SECTION OVER 3'-8" DIMENSIONS AND REINFORCING STEEL H (MAX) 5'-4" T (MIN) o·-10· W (MIN) 5'-0" @BARS #4016" @BARS #6016" MAX SOIL 700PSF PRESSURE NOTES: 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WfTH GROUT. Revision B Approved Dote ORIGINAL Kercheval 2 75 Add Metric T. Stanton 03/03 Delete Metri S.S. T. Shell 03/11 Reviewed TS T. Stanton 11/15 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 2 (LIVE LOAD SURCHARGE OR SLOPING BACKFILL) 3'-8" o·-10· 3'-9" -- #4016" 550PSF RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAYi1NG NUMBER C-02 . 0 I co II J: • st I io • CX) I 'i--1 MORTAR CAP TOTAL 2 . N EDGE OF FOOTING PLAN I • H=B'-0" , I • H=5'-4" , I , H=3'-8" , I .trr+---'-----,-----1'------n--'-----.--+"----rf===-~ N N J_ BARs..----.L BARS ~=---:::z'.~~1 I-~ L-J--~_____J I "CLR · Do 12· u . n 0 12· ELEVATION TYPICAL SECTION OVER 5'-4" HORIZONTAL. REINF. NOT SHOWN DIMENSIONS AND REINFORCING H {MAX) 3'-8" T (MIN) o·-a· W (MIN) 2'-4" @BARS #4032" @BARS -- @BARS -- @BARS #4032" ©BARS #4 TOTAL 4 MAX SOIL PRESSURE 1100 PSI NOTES: 1. SEE C-7 AND C-8 FOR ADDITIONAL. NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WITH GROUT. 5'-4" o·-10· 3'-2" #4032" #4032' -- #4016" #4 TOTAL 5 1600 PSI STEEL LAYOUT LINE ~ :::E :,,::: • g -r :° I{) 00 II J: I- TYPICAL SECTION 5'-4" MAX a·-o· 1'-o· 4'-9" #4032" #4032" #6016" #6016" #4 TOTAL 6 2200 PSI RECOMMENDED BY lHE SAN DIEGO SAN DIEGO REGIONAL ST ANDA RD DRAWING REGIONAL STANDARDS COMMITTEE ORIGINAL Add Metric T. Stanton Delete Metric S.S. T. Shell 03/11 Reviewed TS T. Stanton 11/15 MASONRY RETAINING WALL TYPE 3 (LEVEL BACKFILL) DRAWING NUMBER 12. 17. '2015 C-03 , j_ LAYOUT LINE NT~=====-~:::i:=:~:::::::::~-- EDGE OF FOOTING PLAN ---1-1/2:1 SLOPING BACKFILL OR 1-1 /2: 1 SLOPING BACKFILL OR 250 PSF LIVE LOAD SURCHARGE 250 PSF LIVE LOAD SURCHARGE ~ ::I: ~ I "'° II J: . N ~ ::I: 00 I N z ':i 00 I N :.:: (.) g CD 00 :.:: (.) 0 ....J CD w 12" w TYPICAL SECTION OVER 3'-8" H (MAX) T (MIN) W (MIN) ©BARS @BARS SURCHARGE sloping @BARS /1608" K (MIN) 1·-0· MORTAR CAP @BAR /14 TOTAL 5 5'-4" o·-1 o· 4'-0" /14016" /16016" H=5'-4" ELEVATION HORIZONTAL REINF. NOT S 1 '-6" §@ 12" DIMENSIONS AND REINFORCING STEEL live load sloping /16016" /16016" o'-8" 1 ·-0· TOE PRESS. 2700 PSF 1900 PSF 1700 PSF NOTES: 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WITH GROUT. Revision By Approved Dote ORIGINAL Add Metric T. Stanton Reformatted T. Stanton 04/06 Delete Metric S.S. T. Shell 03/11 Reviewed TS T. Stanton 11/15 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 4 (LIVE LOAD SURCHARGE OR SLOPING BACKFILL) w TYPICAL SECTION 3'-8" MAX 3'-8" o'-8" 3'-o" /14016" -- live load /16016" 0'-8" 1430 PSF RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAWING NUMBER C-04 MORTAR CAP X < ::I: OJ II :I: I- ::.: ~ ::I: ':.i-I in . II CX) :I: z ~ 'co I °N TYPICAL SECTION OVER 5'-4" H (MAX) T (MIN) W (MIN) R s K @BARS @ BARS @ BARS @ BARS ®BARS MAX TOE PRESSURE NOTES: EDGE OF FOOTING H=8'-0" DIMENSIONS AND 3'-8" 0'-8" 2·-1" o·-s· o'-8 1/2" 0'-8" #4032" -- -- #4032" #4 total 5 774 psf LAYOUT LINE PLAN H=5'-4" H=3'-8" • AR • #4 JT ~-~;: ~-:---s-i ,------~ ~::.: ::I: (.) • 0 st ..J I ID ~ TYPICAL SECTION 12" 3'-8" MAX ELEVATION HORIZONTAL REINF. NOT SHOWN REINFORCING STEEL 5'-4" 8'-o" o·-10· 1 ·-0· 3'-1" 4'-3" 1 '-2" 1•-5• 1 '-1/2" 1'-7 1/2" 0'-8" 1·-0· #4032" #4032" #4032" #4032" --#7016" #4016" #4016" #4 total 5 #4 total 6 1,030 psf 1,660 psf 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WITH GROUT. Revision ORIGINAL Perkinson Add Metric T. Stanton Delete Metric S.S. T. Shell Reviewed TS T. Stanton Date 2 95 03/03 03/11 11/15 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 5 (LEVEL BACKFILL) RECOMMENDED BY lHE SAN DIEGO REGIONAL STANDARDS COMMlmE DRAWING NUMBER C-05 EDGE OF FOOTING LAYOUT LINE PLAN 1-1 /2: 1 SLOPING BACKFILL OR 250 PSF LIVE LOAD SURCHARGE 1-1 /2: 1 SLOPING BACKFILL OR 250 PSF LIVE LOAD SURCHARGE MORTAR CAP H=5'-4" H=3'-8" X < :::E ~ I io II I I- ~ :::E «l I 'N z ~ «l I 'N . N :,:: u 0 ...J (D «l :,:: u 0 ...J (D . N w TYPICAL SECTION OVER 3'-8" NOTES: @BARS 1'-6" 4 TOTAL 5 ff O 12" ELEVATION HORIZONTAL REINF. NOT SHOWN DIMENSIONS AND REINFORCING STEEL H (MAX) 5'-4" 3'-8" T (MIN) o·-10· 0'-8" W (MIN) 3•-10· 2'-9" @BARS /14016" -- @BARS /16016" /14016" MAX TOE 2,000 PSF PRESSURE 1,400 PSF 1. SEE C-7 AND C-8 FOR ADDITIONAL NOTES AND DETAILS. 2. FILL ALL BLOCK CELLS WITH GROUT. Revision B ORIGINAL Add Metric Delete Metri S.S. Reviewed TS Ap roved Parkinson T. Stanton T. Shell T. Stanton Dote 2/95 03/03 03/11 11/15 SAN DIEGO REGIONAL STANDARD DRAWING MASONRY RETAINING WALL TYPE 6 (LIVE LOAD SURCHARGE OR SLOPING BACKFILL) /14 TOTAL 2 @BAR.;,--..., 12· 11" w TYPICAL SECTION 3'-8" MAX ~:,:: ::Eu ,o co ...J I m ;,., . II co I RECOMMENDED BY lHE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAWING NUMBER f.2. fl, '2015 C-06 DESIGN CONDITIONS: Walls ore to be used for the loading conditions shown for each type wall. Design H shall not be exceeded. Footing key is required except as shown otherwise or when found unnecessary by the Engineer. Special footing design is required where foundation material is incapable of supporting toe pressure listed in table. DESIGN DATA: Reinforced Concrete: Fc=1200 psi Fs=20,000 psi Reinforced Masonry: F' c=3000 psi n=10 F'm=600 psi Fm=200 psi Fs=20,000 psi n=50 Earth= 120 pcf and Equivalent Fluid Pressure=36 psf per foot of height Walls shown for 1 1 /2: 1 unlimited slopin~ surcharge ore designed in accordance with Ronkline s formula for unlimited sloping surcharge with o 9l = 42'. REINFORCEMENT: Intermediate grade, hard grade, or roil steel deformation shall conform ASTM A615, A616, A617. Bors shall lop 40 diameters, where spliced, unless otherwise shown on the plans. Bends shall conform to the Manual of Standard Practice, A.C.1. Bocking for hooks is four diameters. All bar embedments ore clear distances to outside of bar. Spacing for parallel bars is center to center bars. MASONRY: All reinforced masonry retaining walls be constructed of regular or light weight standard units conforming to the "Standard Specifications for Public Works Construction." JOINTS: Vertical control joints shall be placed at 32' intervals maximum. Joints shall be designed to resist shear and other lateral forces while permitting longitudinal movement. Vertical expansion joints shall be placed at 96' intervals maximum. CONCRETE: Footing concrete shall be 560-C-3250, using Type 8 aggregate when placing conditions permit. BACKFILL: No backfill material shall be placed against masonry retaining walls until grout hos reached design strength or until grout hos cured for a minimum of 28 days. Compaction of backfill material by jetting or ponding with water will not be permitted. Each layer of backfill shall be moistened as directed by the Engineer and thoroughly tamped, rolled or otherwise compacted until the relative compacting is not less than 90%. FENCING: Safety fencing shall be installed at the top of the wall as required by the agency. INSPECTIONS: Coll for inspections as follows: A. When the footing hos been formed, with the steel tied securely in final position, and is ready for the concrete to be placed. 8. Where cleonout holes ore not provided: (1) After the blocks hove been laid up to a heig ht of 4' or full height for walls up to 5', with steel in place but before the grout is poured, and ...... (2) After the first lift is properly grouted, the blocks hove been laid up to the top of the wall with the steel tied securely in place but before the upper lift is grouted. Where cleonout holes ore provided: After the blocks have been laid up to the top of the wall, with the steel tied securely in place, but before grouting. C. After grouting is complete and ofter rock or rubble wall drains ore in place but before earth backfill is placed. D. Final inspection when all work hos been completed. CONCRETE GROUT AND MORTAR MIXES: Concrete grout shall attain a minimum compressive strength of 2,000 psi in 28 days and mortar shall attain 1,800 psi in 28 days. All cells shall be filled with grout. Rod or vibrate consolidation. Bring grout within 10 minutes of pouring to insure grout to a point 2" from the top of masonry units when grouting of second lift is to be continued at another time. MORTAR KEY: To insure proper bonding between the footing and the first course of block, a mortar key shall be formed by embedding o flat 2 x 4 flush with and at the top of the freshly poured footing. The 2 x 4 should be removed ofter the concrete hos started to harden ( approximately 1 hour). A mortar key may be omitted if the first course of block is set into the fresh concrete when the footing is poured, and a good bond is obtained. WALL DRAINS: Woll drains shall be provided in accordance with Standard Drawing C-8. SOIL: All footings shall extend at least 12" into undisturbed natural soil or approved compacted fill. Soil should be dampened prior to placing concrete in footings. Revision By Approved Date ORIGINAL A. Kercheval 12/75 SAN DIEGO REGIONAL STANDARD DRAWING RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Add Metric T. Stanton 03/03 Delete Metric S.S. T. Shell 03/11 Reviewed TS T. Stanton 11/15 GENERAL NOTES FOR MASONRY RETAINING WALLS , J~ 1.2/17/2015 Choiwerson R.C.E. 19246 Dote DRAWING NUMBER C-07 I T NO SURCHARGE LOADS WITHIN THIS AREA FOR LEVEL BACKFILL DESIGN. I 0::: w e; <.O ~ ~ / FILTER MATERIAL, 1" MAX. CRUSHED AGGREGATE, 4 CU. FT. PER 4" DIA. DRAIN OR 1 CU. FT. PER FT. OF OPEN HEAD JOINTS. : u (0 -t1 z J_ ::il I!::: -7 LINE OF UNDISTURBED ,/j NATURAL SOIL. ~ ~ -- 4" DIA. DRAIN WITH 1 / 4" GALV. WIRE MESH SCREEN, 8' ON CENTER, OR ONE HORIZONTAL ROW OF OPEN HEAD JOINTS. TYPICAL SECTION MORTAR OR CAST-IN-PLACE CONCRETE FINISHED GROUND LINE REINF. GROUT FILLED BLOCK CELLS HORIZONTAL REINF. THRU BOND BEAM BLOCK TOP OF FOOTING ::i:: 5 1/4" 8" BLOCK WALL 9" 12" BLOCK WALL 2" X 4"-~ (NOMINAL) KEY CAP DETAIL KEY DETAIL NOTES: 1. ALL MASONRY RETAINING WALLS SHALL BE CONSTRUCTED WITH CAP, KEY AND DRAINAGE DETAILS AS SHOWN HEREON. 2. 4" DIAMETER DRAIN MAY BE FORMED BY PLACING A BLOCK ON IT'S SIDE. Revision By Approved Dote SAN DIEGO REGIONAL STANDARD DRAWING ORIGINAL Kercheval 12 75 Add Metric T. Stanton 03/03 RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMlffiE DRAWING NUMBER C-08 (btyof Carlsbad C.Ommunity & Economic Development Site Plan for Pools & Retaining Walls 1\8 inch scale shown Site Address: Legal Description: Contractor's Name Owner's Name Address: State Lie.#: A.P.N Phone: Phone: Site Plan Checklist D Dimensioned & to scale Shown: D North Arrow D All existing and proposed structures D Property lines dimensions D Drainage patterns D Existing & proposed slopes D Slope cross section D Distance from pool to property lines and all structures D Distance-house to water's edge D Distance-pool heater t o P/L and any operable window D Length, width & sq. ft. of pool D Existing topography and pool's distance from toe/top of slope D Easements D Pool fencing w/height & gate compliance noted. D ROW permit required. D Indicate what will happen w/ soil excavated For Retaining Walls Add: D Wall heights at ends of walls or at any change in height. TW=top of wall, BW=bottom of wall. D Cross-section of wall stating wall height above and below grade D Grading quantities: Cut _____ Fill ___ _ Import/Export The diKhar1eof pollutants to any storm drain111e system Is prohibltt!d. No sol~ waue, petroleum byproducts, soil particulate, construction waste materUlls, or wane wate, 1enerated on coiutruction site or by constructKln ;a<tiv~s shall bl! p~ced, conveyed or discharied into the llre:et, cuner Of storm drain system. This projut shall comply with the 2013 CA Building Code, 2013 CA Mechanical Code, 2013 CA Plumbing Code, 2013 CA E~ctrical Code, 2013 CA Enugy Eff,ciency Standards and City of Carlsbad Municipal Cod~. STORM WATER POLLUTION PREVENTION NOTES I. ALL NECESSARY tQIJIPMEHT AHO MA"IERW..S SHAU. BE AVAII.Alll <»I snt TO FACIJTAlE RAPl:l INSTAI.I.AllON (J' ~ N() SEDIMDfT a»llRQ. 81,P, llH£H ~ IS EMIENT. 2. ll£ OWIER~ SHAU. REST0Rt: AU. ~ CON1ROl DE\Q'.S TO W0RIQNG ORDER TO 11£ SATI!f'AC110N (J' Tt£ QTY INSPECTOff Af1EI! EACH RUN-aF PR~ RIH'N.J... 3. lt£ OHR/tOflRAClUR SHAU. tlSTALL AOO'IIOIW. EROSDI CClllROL MEASUflES AS MAY BE REQUIRED 8Y THE QTY INSPECTOR DUE TO INCQ,f'l£TE CRADING OP£RATIOIIS OIi UNftKSE£N CltCWSTAHCES lWllCH WAY ARISE. 4. AU. REMOVASU PftOTEClM OE\1ClS St1AU. BE IN PLAa: AT Tl£ B«l <J' EA0l IICRl(H; DAY MO lt£ FIVE (5) DAY RAIi PR<J3ASIIJTY FORECAST EXCEEDS ratTY PEa>IT (~. SI..T N«> 01H£R OOlRIS SHALL SE RDIO',tl) ArnR EACH RAIWAI.L S.. ALL (ll!A~ BAGS SHALL ca4TAIN J/4 NCH MNMUM AGGRECA'IE. 6. ADEQUAlf: Eft090N AHO SEJ.llMENT COHJROL AHO PEMIE1ER PROl£CllON IIE'ST MANMBINT PRACTICE IE.ASlllES WST BE INSTAUED >Kl WAINT>HD. 7. 1l£ aTY NSPECTOR SHAU. HAYE lHE AUlH<HTY TO ALTER lHS PUN OURIIC OR BEFOI£ ~ AS JIIIDED TO £HSll!£ <UIPUNK£ WTH aTY ST<R,1 WA'IER QUALITY REOOLA 1lO!IS. OWNEll'S CEll'JlFICATE: I LNIERSTAND AND MJCIIOl&£DQE lHAT I ltlUST: (I) IIIPlDOT BEST IWWilDl)(T PftAC11C£S' CIIWS) 0\#Nl ~ ACIMll£S lO 'D£ IIAialUI EXmlT l'WAC1ICla£ lD AWi) 1HE ll<aJZAll(li fl' POWITNllS SUCH A.S SEDIIEIIT NfJ TO AVO/IJ ll£ E>f'OSllllE rl' S1lJW WA'IEJI TO CONS1RUC1K»1 AB.Am> POI.WT~ AN> (2) Al»D£ 10,, Nil) AT All DIES, C0ll'l y ,ni 1ltS ary Af'PIIO'e 1IEII 1 C0NSl1'UC1Klll $IPPI' llRlUOtClU1' 11£ MAllON fl' 11£ CCHS1'RUClllJI AC1M1ES UN1I. 'lltE 00NS1RUC1kJI -,. IS C0lll\£1'E Mil NlfllO\€D 8Yll£(JT'(fl'CAAI..SMI). STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 CB ___ _ SW_-__ BEST MANI.GEIEHT PRACTlCES (8MP) SELECOON TABLE 8-\Crid -eo,..,i-TIIIClq ----=:~ -ec.A811Pa ................ I 1 I j !1 f 1~ l J l Beel Milnagtment Pfaetce• ·1 lJ I ! l ~J I I ,! i L {SMP)Oeeaipla\ ➔ !J j -A! 1 Ii 11 u I~ I j J j • I JI JI I I jj If Ii ! CASQ,\o.v-➔ ,.,. j i ~ ~ ~ ~ i i ~ i 0 l i • i ~ • l i • j ~Adl,lv t.'l ... ~ l 1i 91...- OollcAte/&.woll ~m- Collc:nt,t 1'1«-1< -lllltclllatlorl -... -'-°""lno _ __, ------'~ V V Site--otrt ~~~ ., Mtnlc:tlllnc 1. atct the boll to 11M kft of • ~ CCllllllvcUon aotMty (ht ~, cipec:tad to _, 4'nlg ~ 2. l.llcolod tlona the t,,p of Vie 111P T,.._ It • JIit of 8WP'a 1111h It'• ~q Cdlflrlllo ~ ~ .i-.datlon (CASGA) ~ _..._ a-..,,. or men lllf'a )IOU ~ to -4'nlg ..,..m,ctlan tan Ille l1lt. a.edt bai .,.,. the "'-! actMty -illtar.cb iollll the l!IIF' C<lloml\, l. Ra to the C4SQfl ccntlructlon MIHllocllt for Wemiatlcll and 4'tllh of tile ~ --and "°" bi fiPPly tllelll to the pn>Jlcl. SHOW THE LOCATIONS OF ALL CHOSEN 8"IPs ABOVE ON THE PROJECTS SITc Pf.ANIEROSION CONTROi.. Pt.AN. SEE THE REVERSE $/OE OF THIS SHEET FOR A SAMPLE EROSION CONTRol.. Pt.AN. PROJECT INFOllMATION sat. ~ 2QI Ga)' c.ae, Cwllbed, ~ 9201~ ~• Pfttl Numbor: 18'7·1~!<MJ0 £nwvoneyC.toct 11cmcPalrld(lb!l1que,z i i • V j j ~ V ,S:L~J/-~•ll 2♦ tlaur ,,,,_ (700) 845-8339 eon.lruc:&n 1lnat to Stcrm ... Qliaflty (a.It Bole} -/ OIEJIAI \:ifl.Oft E-29 Poge 1 of 1 REV 02/16 (cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www .carlsbadca.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. ❖ Patio ❖ Decks ❖ PME (w/o panel upgrade) " If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. " Details on CAP ordinance requirements are available on the city's website. A A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No,: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: __ (2(__._.rc?a~g"'--'-?l_✓t:1'._~~</,__ ____ BP No.: ~ fb9Q;?\ ~oeii?tJ / 167 -155-1 0-00 AbelG. 14168 Poway Road, Poway, CA 92064 (760) 390-0007 Contact Email: abel@madesining.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 6 Revised 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 Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_7_5,_oo_o_.o ___ _ □ Additions and alterations: D BPV <·$60,000 I!] BPV t!: $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 New construction D Alterations: D BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV.: $1,000,000 □ .: 2,000 sq. ft. new roof addition NIA N/A 1A,4A 4A 1A, 4A* 1B,4A* 1B,5 18, 2B, 5 2B,5 e(t-use qu,llding in wh · h s O f · ,area Is residet'lt!al u11e Ali residential additions and alterations 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of ~ 75% existing gross floor area 1 B also applies if BPV ~ $200,000 Please refer to Cartsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more infonnatlon when completing this section. A D Residential addition or alteration ? $60,000 building permit valuation. □ NIA ________ _ SeeCMC section 18.30.190. D Exceptjon: Home energy score~ 7 (attach certification) YearBullt Slngle•family Requirements Multi-family Requirements l!l Before 1978 Select one: C Duct seaiillQ B Attic insulation CJ Cool roof □ Attic insulation D 1978 and later Select one: [] Lighting package □ Water heating Package □ Between 1978 and 1991 Select one: CJ Duct sealing □Attic Insulation CCooi roof 0 1992 and later Select one: □Lighting package []Water healing package B. D Nonresidential* new construction or aHerations ~ $200,000 building permit valuation, or additions:!: 1,000 square feel D NIA Updntcd 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix A5, Division A5.2-Energy Efficiency. AS.203.1.1 Choose one: Cl .1 Outdoor lighting C .2 Warehouse dock seal doors □ .3 Restaurant service water heating (comply with California Energy Code secfion 140.5, as amended) a NIA _________ _ Cl .4 Da~ight design PAFs ti .5 Exhaust air heat recovery AS.203.1.2.1 Choose one as applicable: C].95 Energy budget C].90 Energy budget □ NIA A5.211.1 .. 0 On-site renewable energy Cl NIA A5211.3 .. CJ Green power (if offered by focal utility provider, 50% minimum renewable sources) Cl N/A AS.212.1 Cl Elevators and escalators □ NIA AS.213.1 [] Steel framing CJ NIA • Includes hotels/motels and high-rtse residential buildings .. For alterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. oltalc Systems A. Residential new construction (for low-rise resldential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1 (c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) If project includes Installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), Increase system size by .3kWdc if PV offset option Is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc• sheets if necessary) Deferred submittal. Total System Size: kWdc= (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type ~ proposed system size is less than r.alculated size, please explain. Exception 0 0 D 0 kWdc B. D Nonresidential new construction or alterations ~$1,000,000 BPV and affecting l::75% existing floor area, or addition that increases roof area by ~,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: □If< 10,000s.f. Enter: 5 kWdc Min. System Size: □If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) •• kWdc uRound building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/20 19 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:•.. ______ x .80= Min. system size: _____ kWdc .... Attach calculation documentation using modeling software approved by the California Energy Commission. Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For 7stems serving Individual dwelling units choose one: \liJ'~~at pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher CJ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors 0 Exception: 0 For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(6) (high-rise residential, hotel/motel) or CMC 18.30.170(6) (low- rise residential) D Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. O Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar~thermal □ Photovoltaics □ Recovered energy □Water heating system is (choose one): CJ Heat pump water heater CJ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □Exception: Updoted 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist . 4. A. Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letln this section. On and two-family residential dwelling or townhouse with attached garage: One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parl<ing Spaces EVSE Spaces Proposed Capable I Ready I I I Calailations: Total EVSE spaces = .10 x Total parking (rounded up lo nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other-Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," ·Ready" or ·installed,") Installed I Total I 'Major alterations are: (1) for one and two-family dwellings and townhouses wilh attaclled garages, alterations have a building pem,ij valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) 0 Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed I Total I I I Calculation: Refer lo the table below: Total Number of Parkina Spaces provided Number of reouired EV Spaces Number of required EVSE lnslaHed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 D 51-75 6 3 D 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 oercent of total 50 percent of Required EV Spaces Updntcd 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee,genecated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commerclal Uses Restaurant Retai13 Industrial Manufacturing Warehousin 4 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1tJhEdition 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT s Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculation,: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee AOT I acknowledge that the plans submitted may be subject to the City of Cartsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pennit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. tin 1. s· Abel G. D 04-22-21 "l'p1cant 1gnature:_______________ ate: ____ _ Person other than Applicant to be contacted for TDM compliance (if applfcable): Name (Printed): Abel G. ------------------Ph N b (760) 390-0007 one um er: ____ _ Ema i I Address: abel@madesicmina.com Updnted 8/15/20 I 9 6