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HomeMy WebLinkAbout2726 MORNING GLORY LN; ; CBR2020-0608; PermitBuilding Permit Finaled Residential Permit Print Date: 06/19/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2726 MORNING GLORY LN, CARLSBAD, CA 92008-1035 BLDG-Residential Work Class: Addition 1561203400 Track#: $247,738.03 Lot#: Project#: DEV2020-0125 Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Project Title: FUKUDA RESIDENCE Permit No: Status: {"cityof Carlsbad CBR2020-0608 Closed -Finaled Applied: 03/12/2020 Issued: 07/21/2022 Fina led Close Out: 06/19/2024 Final Inspection: 05/31/2024 INSPECTOR: Alvarado, Tony Renfro, Chris Description: FUKUDA: 1,236 SF ADDITION// 80 SF DECK// 153 SF PATIO (EXTENDING FRONT PORCH)// 410 SF BASEMENT Applicant: STEPHANIE LUPTON PO BOX 2216 SAN MARCOS, CA 92079-2216 (760) 224-9704 FEE BUILDING PLAN CHECK FEE (BLDG) Property Owner: FUKUDA LIVING TRUST 2726 MORNING GLORY LN CARLSBAD, CA 92008 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) BUILDING PLAN REVIEW -Revisions GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG Total Fees: $2,973.95 Total Payments To Date: $2,973.95 Balance Due: AMOUNT $805.98 $194.00 $98.00 $129.00 $175.00 $10.00 $1,258.76 $32.21 $271.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit --------- Date ..4,3LL~1-Ll;;J.=-.,,.,_.£,9~6-?e)~::..__- Job Address 2.., 1 2.(., M.o-rY\'~j G-lo'"'j L~ Suite: ____ APN: l 5fo -l2o -~-4-oo CT/Project#: __________________ Lot#: ___ _ Fire Sprinklers: yes /(§) Air Conditioning:@ / no Electrical Panel Upgrade: yes .(fig) BRIEF DESCRIPTION OF WORK: hew kAf?m o---f 1 -ArrJfloo .,,. ~d 1 ~r-). ftcor" ~t g4-VA..f{ Jo(. IX] Addition/New: /Z3k, LivingSF, 80 Deck SF, {')5 PatioSF, //!{' Garage SF Is this to create an Accessory Dwelling Unit? Yes/@ New Fireplace? Yes/~ if yes how many? __ ~ Remodel: --=Zo_D __ SF of affected area Is the area a conversion or change of use? Yes/ No 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground , Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No Panel Upgrade: Yes / No D Reroof: ------------------------------------- □ Plumbing/Mechanical/Electrical Only: ________________________ _ □ Other: -----f:.6.,Ll,c,"lo::,-c$e....o::;;...+¢..J..J...lllSl.!....1&::!-~-H+-+-/.i..::.D_S~f __________ _ APPLICANT (PRIMARY CONTACT) Name: $kf~111,e Wrt°""- Address: f at!,oy. Z,Z,{lo City: $a.IA J./lu-c.c S State: r A Zip: 6f io, 4 PROPERTY OWNER Name: JL<: ll y & k.., J _,.._ Address: 1.:12.~ M o....-""'':'.j <3-l p~'::f LI-\. City: Gr:lslo~ State: CA Zip: q,z..ao& Phone: J (,o -2,zA-q,o+ Phone: -, loo -'5" ?> S---Z..ft>C:, 3 Email: _ _,S""":f,.._.U)"""-.,-;'-~::..:.~....:....:...+:...:.."'j-=+-'~=-=j~\M.Ac...:....:::..,_,;..,_t.c...:o:,:;__;_\,I,....:'-'------Email: ___________________ _ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: ( Sd.~ AS .t-r,/; ta.I'\.+) Address: ________________ _ Name: ___________________ _ Address: __________________ _ City: ________ State:. ___ .Zip: ___ _ City: ________ State:. ___ .Zip: ______ _ Phone: ________________ _ Phone: ___________________ _ Email: _________________ _ Email: ___________________ _ Architect State License: ___________ _ State License: ______ Bus. License: ______ _ (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of 2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: □ 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. □ 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: __________ _ □ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE: □AGENT DATE: ----------------------------------- _OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractors License Law for the following reason: □ 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). }(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). □ I am exempt under Section ________ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: □AGENT DATE: 7/tq/;;-,-y 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). l ender's Name: _____________________ _ Lender's Address: _____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes D No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes D No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST All LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days fro e date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 da (Sec ion 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: 1635 Faraday Ave Carlsbad, CA 92008 B-1 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 (cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 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 g 7 J..-0 M O/c-N/ ,._.,(s ~ '-f The City of Carlsbad ("City") is providing you with this 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. ~ understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- ~r" 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 t hose 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. 11. ~ understand building permits are not required to be signed by property owners unless t hey are responsible for the construction and are not hiring a licensed contractor to assume t his responsibility. Ill. r::il2'.:f understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand t hat I ~rotect myself from potential financial risk by hiring a licensed contractor and hi3ving the permit filed in his or her name inst ead of my own. IV. $inderstand contractors are required by law to be licensed and bonded in California and to list their license f W~ers on permits and contracts. V. ~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 stat e and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued VI. ~ understand if I am considered an "employer" under state and federal law, I must register with the state ~~deral 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. VIII. IX. X. XI. XII. ~ understand under California Contractors' State License Law, an Owner-Builder who builds single-family r~ntial structures 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. ~ 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 ~~~ction defects in the workmanship or materials. «_ 1 understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, t he 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. ~ am aware of and consent to an Owner-Bui lder 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: {~(d~~gree that, as the party legally and financially responsible for this proposed construction activity, I will abide ~~?plicable laws and requirements that govern Owner-Builders as well as employers. ~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 financial 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 t hat 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 have read and understand all of the information provided on this farm 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. c- Property Owner Name (PRINT) Date 2 REV. 08/20 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Status: Closed -Finaled Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Expiration Date: 12/09/2024 Address: 2726 MORNING GLORY LN CARLSBAD, CA 92008-1035 IVR Number: 25362 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 07/25/2022 07/22/2022 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Status 187458-2022 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency 08/02/2022 08/02/2022 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Checklist Item 188278-2022 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency August 2, 2022: 08/19/2022 08/19/2022 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item 1. Vertical poured-place concrete walls, for new inground basement, structural reinforce steel rebar and steel reinforcement rebars into existing footings, scope of work-approved. 2. City Of Carlsbad B-59 form heights certification to reflect proposed addition approved architectural plan elevations. 3. Verified third-party special inspector report. 189564-2022 Partial Pass Chris Renfro COMMENTS BLDG-Building Deficiency Partial pass on staircase and stem wall footing from basement to the top of the garage. 09/23/2022 09/23/2022 BLDG-21 Underground/Underflo or Plumbing Checklist Item 192447-2022 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency Underground waste/sewer lines, under water 1 O foot high water table head pressure test-approved. 10/03/2022 10/03/2022 BLDG-11 Wednesday, June 19, 2024 Foundation/Ftg/Piers (Rebar) 193147-2022 Passed Tony Alvarado Complete Passed No Complete Passed Yes Reinspection Incomplete Passed Yes Complete Passed Yes Complete Page 1 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Status: Scheduled Date 12/13/2022 03/30/2023 Closed -Finaled Expiration Date: 12/09/2024 IVR Number: 25362 Address: 2726 MORNING GLORY LN CARLSBAD, CA 92008-1035 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Status Checklist Item BLDG-Building Deficiency COMMENTS 1. Final footing-foundation areas for extended existing garage slab pad and footing per engineered plan and detail specifications-approved. 2. Geotechnical/soils engineer, certification letter for footing and concrete slab pad bottoms, verified for compaction and competent soil-approved. 12/13/2022 BLDG-15 Roof/ReRoof (Patio) 1987 43-2022 Passed Tony Alvarado 03/30/2023 Checklist Item BLDG-Building Deficiency COMMENTS December 13, 2022: 1. Roof sheathing, per engineered plans and detail specifications. mechanical metal connection straps, located at every 4,-0" on center, installed above gable roof ridge beam location. 2. New plywood roof drag/diaphragm- (stitch nailing)-method of attachment, per engineered plan and detail specifications-approved. BLDG-83 Roof Sheating, 198624-2022 Exterior Shear (13, 15) Partial Pass Tony Alvarado Checklist Item COMMENTS BLDG-13 Shear Panels-HD (ok Not ready. to wrap) BLDG-15 Roof Sheathing-Reroof BLDG-27 Shower Pan/Tubs Checklist Item December 13, 2022: 1. Electrical meter panel number (5260614). 2. Roof mounted PV solar system per engineered plans and detail specifications-approved. 3. Released electrical meter to SDGE - approved. 206806-2023 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency BLDG-84 Rough 206669-2023 Passed Tony Alvarado Combo(14,24,34,44) Reinspection Inspection Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Yes Complete Passed Yes Complete Wednesday, June 19, 2024 Page 2 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Status: Closed -Finaled Expiration Date: 12/09/2024 IVR Number: 25362 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status Checklist Item COMMENTS BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By TEXT Angie Teanio 760-535-2663 Kelly BLDG-SW-Inspection 206811-2023 Partial Pass Wednesday, June 19, 2024 Address: 2726 MORN ING GLORY LN CARLSBAD, CA 92008-1 035 Primary Inspector Reinspection Passed Yes Yes Yes Yes Created Date 03/29/2023 Tony Alvarado Reinspection Inspection Incomplete Page 3 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Status: Scheduled Date 04/06/2023 Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Closed -Finaled Expiration Date: 12/09/2024 IVR Number: 25362 Address: 2726 MORNING GLORY LN CARLSBAD, CA 92008-1035 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have mate~ials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 04/06/2023 BLDG-23 207260-2023 Passed Tony Alvarado Gas/TesURepairs Checklist Item BLDG-Building Deficiency COMMENTS April 6, 2023: 1. Underground plumbing "Area and French drains" plumbing system-in front of spa units-courtyard area. 2. New 6" inch and 4" inch plumbing drain lines in trench, correct depth-approved. Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Wednesday, June 19, 2024 Page 4 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Status: Closed -Finaled Expiration Date: 12/09/2024 IVR Number: 25362 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status NOTES Created By TEXT Angie Teanio 760-535-2663 Kelly 04/26/2023 04/26/2023 BLDG-16 Insulation 209259-2023 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-18 Exterior 209260-2023 Passed Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-SW-Inspection 209263-2023 Passed Wednesday, June 19, 2024 Address: 2726 MORNING GLORY LN CARLSBAD, CA 92008-1035 Primary Inspector Reinspection Created Date 04/05/2023 Tony Alvarado Passed Yes Tony Alvarado Passed Yes Tony Alvarado Inspection Complete Complete Complete Page 5 of 9 1 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Work Class: Addition Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Status: Closed -Finaled Expiration Date: 12/09/2024 Address: 2726 MORNING GLORY LN IVR Number: 25362 CARLSBAD, CA 92008-1035 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 05/22/2023 05/22/2023 BLDG-17 Interior 211794-2023 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency May 22, 2023: Yes 1. Interior, new, shower stall bathroom locations, interior lath and red /guard hardy backer moisture resistive materials and products, scope of work -approved. Wednesday, June 19, 2024 Page 6 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Expiration Date: 12/09/2024 Address: 2726 MORNING GLORY LN CARLSBAD, CA 92008-1035 IVR Number: 25362 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 08/24/2023 08/24/2023 BLDG-Final Inspection 221796-2023 Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, June 19, 2024 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection COMMENTS August 24, 2023 1. Lower level, basement level, final inspection, walk-through for basement storage area end partial pass. 2. SWPPPS and BMPS and all erosion control, measures and devices -OK. 221996-2023 Passed Tony Alvarado Passed Yes Yes Yes Yes Complete Page 7 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Work Class: Addition Application Date: 03/12/2020 Issue Date: 07/21/2022 Owner: TRUST FUKUDA LIVING TRUST Subdivision: PARCEL MAP NO 00004 Address: 2726 MORNING GLORY LN Status: Closed -Finaled Expiration Date: 12/09/2024 IVR Number: 25362 CARLSBAD, CA 92008-1035 Scheduled Date 01/16/2024 Actual Inspection Type Start Date Inspection No. Checklist Item Are inaclives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 01/16/2024 BLDG-Final Inspection Checklist Item 236678-2024 COMMENTS Inspection Status Primary Inspector Partial Pass Tony Alvarado BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Final inspection conducted on 1/162024. Progress inspection verified -OK. Wednesday, June 19, 2024 Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Yes Yes Yes Page 8 of 9 PERMIT INSPECTION HISTORY for (CBR2020-0608) Permit Type: BLDG-Residential Application Date: 03/12/2020 Owner: TRUST FUKUDA LIVING TRUST Work Class: Addition Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 00004 Status: Closed -Finaled Expiration Date: 12/09/2024 Address: 2726 MORNING GLORY LN IVR Number: 25362 CARLSBAD, CA 92008-1035 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05/31/2024 05/31/2024 BLDG-Final Inspection 250203-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-SW-Inspection 250386-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/12/2024 06/12/2024 BLDG-71 Set Ups 251613-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Filed anddocumented B-59 waste debris Yes recycle report with receipts -OK and verified. Wednesday, June 19, 2024 Page 9 of 9 ✓. EsG1I A SAFEbulit Comp<1ny DATE: 11-30-2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-0608.RC2 PROJECT ADDRESS: 2726 Morning Glory Ln SET: III ~PPLICANT r JURIS. PROJECT NAME: House addition-basmt, first & second floor, and garage ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 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 applicant's copy of the check list has been sent to: [g} 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 :\ l\?0\2-0 (by:~yp Email: Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 11-19-2020 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 STRUCTURAL CALCULATIONS REMODEL & ADDITION FUKUDA 2726 Morning Glory Lane Carlsbad, CA 92008 Job No: 19-517 April 9, 2020 CBR2020-0608 \=4 >-1---0 2726 MORNING GLORY LN FUKUDA 1 236 SF ADDITION// 80 SF DECK// 153 SF PATIO (EXTENDING FRONT PORCH)// 410 SF BASEMENT OEV2020-0125 1561203400 10/16/2020 CBR2020-0608 Table of Contents Plan Check Response Typical Guardrail Connection Design Revised Retaining Wall Design Revised 1st Floor Framing Design (N} Front Low Roof Design Revised Post, Hanger & Foundation Design (N) Front Low Roof Knee Brace Design Original Calculations JOB: 19-517 SHEET NO.: ___ _ OF:----------- CALCULATED BY: JPC DATE: _ ___,4"--'/2...,Q.,__ __ _ DATE: _______ _ CHECKED BY: ------ SCALE:------------------ PCi-Pciii PC1 PC2-PC10 PC11-PC14 PC15-PC20 PC21-PC22 PC23 PC24 PLAN CHECK RESPONSE Date: 4/8/20 To: Erich Kuchar Subject: Response to Structural Plan Check Corrections Project: Plan Check # CBR2020-0608 The following is a summary of the Structural Plan Check corrections, and our response: 15. Guards: Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50psf for infill components. Calculations may be required. Table R301.5. W.E. -See page PCl for added guardrail calculation and detail 10/S6.1 for typical guardrail detail. Also see added notes on sheets S2.0 & S3.0. 31. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. W.E. -See provided soils report. 32. The soils engineer may recommend that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a building department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report. b) The utility trenches have been properly backfilled and compacted. c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report. W.E. -See added note on the foundation plans, sheets Sl.0 & S2.0. 33. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. (When required by the soil report). W.E. -Soils engineer to review. 38. Balconies and decks shall be designed for 60psf live load. W.E. -See original calculations, all balcony joists and beams have been designed for 60psf live load. PCi 39. Specify dead load of floor on sheet SO and make sure to match architectural floor sections. W .E. -See added design floor dead load to sheet SO. 40. Reference 14/S5.0 and calc package 50. The basement wall is designed as a cantilevered un- restrained top connection wall which is correct the wood floor will not restrain, however there is no calculations for seismic loading on the wall which is required for walls retaining soil over 6ft. Please provide seismic design of the wall and make sure the non-seismic load condition governs the design over the seismic loading. W.E. -See revised retaining wall calculations for both seismic and non-seismic loading using the soils report values on pages PC2-PC10. 41. On sheet S2.0 new isolated pad footings and column call outs for the new balcony above and covered patio are not shown. Add in new isolated footings these do not currently exist for where the covering extends past the building on the plan south side. These are shown as existing and they are not. W.E. -See revised plans, the revised existing balcony and new low roof have been included in the plan. 42. Reference sheet S2.0 for beam spanning plan east west PSL 7x16 verify and show with calculations that the tension and compression forces from the non-stacking shear wall above are multiplied by omega (x2.5) increasing the loads due to the discontinuous lateral system. Verify that the beam and resulting hangers satisfy this new increased load. W.E. -See pages 32 & 33 of the original calculations, the beam has been designed with special seismic loading. The earthquake load from above was put to strength level and the omega has been added in the load combinations of Enercalc. The hanger design also included these loads. 43. Reference sheet S2.0 for beam spanning plan east west PSL 7x16. By looking at the architectural drawings and sheet S3.0 there seems to be some missing beams. The staircase going to the new basement looks to require additional beams to frame out the opening. The PSL 7x 16 running plan east west appears to go right through the staircase opening. Architect to verify that the minimum head height clearance is still being met. Furthermore, there appears to need a beam running north south around the staircase ... W.E. -See revised plans and added calculation pages PC11-PC14. 44. Reference sheet S3.0. The entire front patio covering was enl arged yet structural says its existing. This is all new framing requiring calculation and detailing from framing to foundation. Also, the covering by the bedroom is now a walkable deck meaning live load for this area is 60psf not the roof live load of 20psf. Update structural plans and calculations along with details. W.E. -The new low roof has now been provided on the structural plans. The front deck is existing and is not being enlarged. The middle section of it is being removed and new low roof is being added in its place, see the revised plans and added calculation pages PC15-PC23 for new low roof design. PCii 45. Reference sheet S3.0, beam B4 the PSL 7xl 1.875 running plan east west appears to be picking up the exterior wall at the second level. The beam should also be picking up a large point load from a 6x6 post that supports the roof beam RB2. This is a very large point load not accounted for, add this load to the beam and justify with calculations that this beam doesn't need to get larger. W .E. -See sheet S4.0, the 6x6 you are referring to is a king post, this transfers the load from the ridge beam (RB2) to the header below (RBll). RBll has been included in the design of beam B4, see pages 22 & 28 of the original calculations. Please do not hesitate to call with any questions or comments concerning this response and our revised plans and calculations. PCiii -- .... 0 0 I I l{?., JOB _ ___;j._q..._-_S=--\7 ___________ _ SHEETNO. __ P_c_1 _____ OF ______ _ CALCULATEDBY _ _.m...___._--"L=----DATE __ 4.....:/_,'2L)"'°"'---- CHECKEDBY ________ DATE _____ _ "' \....-, < SCALE ~'~"--/-2~------------- ,, -c, ~ € L 4-")--'3/-e d> L-A-~S \f'J I c::.:> ,, M r A-> e: N\ -F--e, T:::> ll h -L?SE Z q> '5Tb '"P' t Pt @_ '-l<e:> MAr~ (2.-: 0 ,'7 \ ~ I I'\~'.} JOB _ _;/~'1'---~.::......,_//--'-------------- PC2 SHEETNO. ________ OF ______ _ ::po,,. ~J/ CALCULATED BY __ f~ •<...-____ DATE--'~~U:,-=------ CHECKEDBY ________ DATE _____ _ SCALE __,/\c...>..L.tf..,__.S"--------------- ' iZ.£\hse.:o 'gA 'S-E:N"I €, i'-J\ 12 e. T A \~' 10(.,,. w A\..\..... -Re:.\/1 ":.t:. rO~ ~c.>tt....-S 12€..Pc:>~ v'At-V €.~ BE:A~ \1'...:)(o -P ft C..S \ V €::. -"5 L-\ D \,-.:)fu P,..e-'f' \ ,J e; • f ~ -.v Jt 1~00 pe:.Q- I Do -pc..R D , "Z.'? t./5 re...~ -> ~ '?~ ~ -:;:, ~C> -pC-~ ➔ o.~~ ~ ~7-pc...~ r1·-.. ~. --fj.,;-- -S.\ I,---_._, c...- -Po::: ez~-1"~ 1'1-.~= Z~D~~~ l7 \. == ,e,o<:> ..iJr/~J.. -us£ ce:::' o:::>,...:::,t....RE:.-r€: ST"CW\. IA.) I -::tt--~ @.. ~ '' o c... v e:i! .. -r-l '2.-1 ' c.J-:R. \ v-J/ tt. '-\ @.. t 'o'' O<--H OR.\c:,, \J--.1 I c:; '-ra'1 'A) ><-\ <o'' ~ -,::;., c.,,,. vJ ( ~ ~ at. tt.-'1 c>G eE:A WP.'f Project Title: PC3 Engineer: Project ID: Project Descr: Cantilevered Retaining Wall 317 RANCHO COASTAL; MORNING GLORY\CALCS\CURRENl\19-517 Rancho Coastal· Morning Glory.ec6 . • Software copyrightENERCAI.C, INC. 1983-2019. Build:12.19.12.31 . ,., DESCRIPTION : REVISED FOR SOILS REPORT -Basement Retaining Wall -8.5 ft Max @ilieria -------~ I Soil Data Retained Height = 8.50 ft Allow Soil Bearing = 2,000.0 psf Calculations per AC! 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 : 1 Heel Active Pressure = Height of Soil over Toe = 0.00 in Toe Active Pressure = Water height over heel = 0.0 ft Passive Pressure = Vertical component of active Soil Density, Heel = Lateral soil pressure options: Soil Density, Toe = NOT USED for Soil Pressure. Friction Coeff btwn Ftg & Soil = NOT USED for Sliding Resistance. 37.0 psf/ft 37.0 psf/ft 300.0 psf/ft 110.00 pct 110.00 pct 0.350 NOT USED f O rt • R • t Soil height to ignore or ve urning esis ance. for passive pressure = 12.00 in [ Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning __ Axial Load A lied to Stem Axial Dead Load = 824.0 lbs Axial Live Load = 800.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary __ ] Wall Stability Ratios Overturning = 1.85 OK Sliding Slab Resists All Sliding ! = 0.65 OK Total Bearing Load = 3,711 lbs .. .resultant ecc. = 1.69 in Lateral Load = ... Height to Top = ... Height to Bottom = 0.0 plf 0.00 ft 0.00 ft Wind on Exposed Stem = 0.0 psf [ Stem Construction ~ To Stem Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at ft= = in= = in= = Stem OK 0.00 Concrete 8.00 # 5 9.00 Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = = = = Soil Pressure@ Toe = 779 psf OK Design Data ------------------User Spec Soil Pressure @ Heel = 571 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 1,002 psf ACI Factored@ Heel = 734 psf Footing Shear@ Toe = 13.4 psi OK Footing Shear@ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 1,859.8 lbs less 100% Passive Force --187.5 lbs less 100% Friction Force = 1,0Hl.0 lbs Added Force Req'd = 653.3 lbs NG ... .for 1.5 : 1 Stability = 1,583.2 lbs NG Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment... .. Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing = lbs= ft-I = ft-I = psi= psi= psf = in= in= in= in= 0.670 2,219.4 6,506.1 9,706.5 32.9 82.2 100.0 5.63 21.36 10.50 10.50 Concrete Data ------- fc Fy psi= psi= 3,000.0 1,000.0 lbs 1.50 ft 0.00 in 2.00 ft Line 0.0 ft 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall 517 RANCHO COASTAL· MORNING GLORY\CALCS\CURRENT\19-517 Rancho Coastal· Momi~ Gfory.ec6 . Software copyright ENERCAI.C, INC. 1963-2019, Bulkl:12.19.12.31 . .. , DESCRIPTION: REVISED FOR SOILS REPORT -Basement Retaining Wall -8.5 ft Max J Footing Dimensions & Strengths I Footing Design Results __] Toe Width = 4.83 ft lli l:ittl Heel Width = 6 Total Footing Width = 5.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Factored Pressure = 1,002 734 psf Mu': Upward = 0 0 ft-lb Mu' : Downward = 0 0 ft-lb Mu: Design = 6,506 0 ft-lb Actual 1-Way Shear = 13.41 0.00 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5@ 12.00 in fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@23.00 in, #8@ 30.50 in, #9@ 38 Heel: Not req'd, Mu < S • Fr Key: No key defined [ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = Resisting/Overturning Ratio Force Distance Moment lbs ft ft-lb 1,850.0 3.33 6,166.7 -41.6 51.4 0.50 6.92 1,859.8 O.T.M. = -20.8 355.8 6,501.7 Vertical Loads used for Soil Pressure = = 1.85 3,711.4 lbs ..... RESISTING ..... Force Distance Moment lbs ft ft-lb Soil Over Heel = 0.0 5.50 0.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 5.50 Axial Dead Load on Stem = 824.0 5.17 4,257.1 • Axial Live Load on Stem = 800.0 5.17 4,133.1 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 5.17 4,391.4 Earth @ Stem Transitions = Footing Weight = 1,237.4 2.75 3,402.7 Key Weight = Vert. Component = Total= 2,911.4 lbs R.M.= 12,051.2 • Axial live load NOT included in total displayedi or used for overturning resistance, but is included for soil pressure ca culation. PC4 Sliding Restraint #5@12.in @Toe Designer select [ #0@18.i~n horiz. reinf. @ Heel 8.in Cone w/ #5 @ 9.in o/c • • • 4'-10" 5'-6" PC5 2 1/2" 8'-6" 8'-6" 2" 7 I _J_ 1'-6" 3" PC6 Adj Ftg Load = 1000.# Ecc.= 0.in from CL I DL= 824., LL 0.in ' Sliding Restraint 1859.8# 571 .04psf 778.65psf Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall t-517 RANCHO COASTAL · MORNING GLORY\CALCS\CURRENT\19-517 Raocllo Coastal· Morning GI01y,ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.12.31 . I ,I DESCRIPTION: REVISED FOR SOILS REPORT· Basement Retaining Wall -8.5 ft Max (SEISMIC LOADING) / Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 7 8.50 ft 0.00 ft 0.00: 1 0.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. [ Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Desi 824.0 lbs 800.0 lbs 0.0 in ~I S_oi_l D_a_ta _______ ~ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure = = 37.0 psf/ft 37.0 psf/ft 300.0 psf/ft Soil Density, Heel = 110.00 pct Soil Density, Toe = 110.00 pct Friction Coeff btwn Fig & Soil = 0.350 Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16 I Lateral Load Applied to Stem I Adjacent Footing Load J Lateral Load = 535.0 pit ... Height to Top = 5.60 ft ... Height to Bottom = 4.60 ft 0.0 psf Wind on Exposed Stem = [siem con~n ] Top St~m Siem OK Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil al Back of Wall Poisson's Ratio = 1,000.0 lbs = 1.50 ft = 0.00 in = 2.00 ft Line = 0.0 ft = 0.300 Wall Stability Ratios Overturning Sliding = I 1.20 Ratio< 1.5! I 6.50 Ok Design Height Above Ftg Wall Material Above "Ht" Thickness ft= = 0.00 Concrete = Slab Resists All Sliding ! Total Bearing Load = .. .resultant ecc. = 3,711 lbs 13.1 1 in Soil Pressure @ Toe = 1,493 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,920 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 19.8 psi OK Footing Shear@ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 2,394.8 lbs less 100% Passive Force -• 187.5 lbs less 100% Friction Force -• 1,019.0 lbs Added Force Req'd = 1,188.3 lbs NG ... .for 1.5 : 1 Stability = 2,385.7 lbs NG Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Moment... .Actual Moment... .. Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy in= = in= = = lbs= ft-I= ft-I = psi= psi= psf = in = in= in= in = psi= psi= 1.2 > 1.1 OK FOR SEISMIC LOADING 8.00 # 5 9.00 User Spec 0.951 2,754.4 9,234.6 9,706.5 40.8 82.2 100.0 5.63 21 .36 10.50 10.50 3,000.0 PC7 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wal.I l-517 RANCHO COASTAL -MORNING GLORYICALCS\CURRENT\19-517 Raocilo Coastal· Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983s2019, Build:12.19.12.31 . ,., DESCRIPTION: REVISED FOR SOILS REPORT -Basement Retaining Wall -8.5 ft Max (SEISMIC LOADING) I Footing Dimensions & Strengths ~ Toe Width = 4.83 ft Heel Width = _0,£7 Total Footing Width = 5.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in [Footing Design Results Toe Factored Pressure = 1,920 Mu' : Upward = 0 Mu' : Downward = 0 Mu: Design = 9,235 Actual 1-Way Shear = 19.80 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Heel 0 psf 0 ft-lb 0 ft-lb 0 ft-lb 0.00 psi 75.00 psi Toe: #4@7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@23.00 in, #8@30.50 in, #9@38 Heel: Not req'd, Mu < S • Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,850.0 3.33 6,166.7 Soil Over Heel = 0.0 5.50 0.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -41.6 0.50 -20.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Fooling Load = 5.50 Adjacent Footing Load = 51.4 6.92 355.8 Axial Dead Load on Stem = 824.0 5.17 4,257.1 Added Lateral Load = 535.0 6.60 3,531.0 • Axial Live Load on Stem = 800.0 5.17 4,133.1 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 5.17 4,391.4 Earth @ Stem Transitions = Total = 2,394.8 0.T.M. = 10,032.7 Footing Weight = 1,237.4 2.75 3,402.7 Resisting/Overturning Ratio = 1.20 Key Weight = Vertical Loads used for Soil Pressure = 3,711.4 lbs Vert. Component = Total= 2,911 .4 lbs R.M.= 12,051.2 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. PC8 Sliding Restraint #5@12.in @Toe Designer select #0@18.i911 horiz. reinf. @ Heel 8.in Cone w/ #5 @ 9.in o/c • • • • • • • • 4'-10" 5'-6" 2 1/2" ' -l I I _, t 2" 3" PC9 8'-6" 8'-6" 1 '-6" ' PC10 Adj Fig Load= 1000.# Ecc.= 0.in from CL I DL= 824., LL 0.in ' 535.ps Sliding Restraint C Pp= 187.5# 1492.8psf Job: ------'-1-=-9_--=5c...:.1..:....7 ____________ _ Sheet No: PC11 Of: _______ _ Calculated By: JPC Dote: ___ 4-'--'/'-'2=-0=----- Checked B. Dote: ______ _ Scale: NTS TYP. (N) BEAM FB1 7 .J .. I I - I / / SIM. 1--=-=~f------1=!-it----r N u... I I I I REVISED 1st FLOOR FRAMING KEYPLAN I (E) SLAB ON GRADE TO REMAIN I Dote Plotted: 4/6/2020 10: 50 AM Plotted By: JAMES CASEY File: F: \2019\ 19-51 7 RANCHO COASTAL -MORNING GLORY\DWG\CURRENT\S2.0 1 ST FLOOR FRAMING & FOUNDATION PLAN.DWG JOB: __:1.=9....::-5:....:.1..:....7 ___________ _ SHEET NO.: PC1 2 OF:--------- CALCULATED BY: JPC DATE:_...::!4,._.,/2""0 ___ _ CHECKED BY: -----DATE:------ SCALE: __ N_TS ____________ _ VERTICAL DESIGN -REVISED 1st FLOOR DL=-1§__psf LL=_iQ__psf H3L T/C1+T/C2+H3R T/C2 FB1 1--1 -7-, --1-3-. -+I -=5, -I 15.5' H3L: DL=2.19k LL=0.11 k RLL=1 .95k H3R: DL=2.57k LL=0.11 k RLL=2.35k FB1 FB2 ! l ! 7.5' FB2 FB3 : 19' Wd = 16(2) + 15(8) = 302 #/ft w, = 40(2) = 80 #/ft (Omega= 2.5, provided in Enercalc) T/C1 = 3112(2112/3630)/0.7 = 2587# (STR) T/C2 = 4870(3868/4390)/0.7 = 6130# (STR) USE-7x14 PSL Wd =_1_6_(1_6_/2_)_=_1_28_#_/_ft ___ _ w, =· __ 4_0_,_(1_6_/2_,_)_=_3_2_0_#_/ft ____ _ FB1: DL=5.23k LL=0.74k RLL=2.4k E=0.31k (Omega= 2.5, provided in Enercalc) USE -3.5 x 11.25 PSL Wd = __ 1_6_(2_) _=_3_2_#_/ft _____ _ w, =-__ 4_0_(2_)_=_8_0_#_/ft ____ _ (Omega = 2.5, provided in Enercalc) FB2: DL=3.86k LL=0.85k RLL=1.2k E=0.16k USE -5.25x11.25 PSL Wd= __________ _ WI = ___________ _ USE- Project Title: Engineer: Project ID: Project Descr: • Multiple Simple Beam .STAL; MORNING GLORY\CALCS\CURRENn19-517 Rancho Coastal -Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.12.31 ,., Description : REVISED _V_e_rt_ic_a_l D_es_i=g_n_-_1_st_F_l_o_o_r _______________ _ Wood Beam Design : FB1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 7x14, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.3020, L = 0.080 k/ft, Trib= 1.0 ft Point: D =2.190, Lr= 1.950, L=0.110k@7.0ft Point: D = 2.570, Lr= 2.350, L = 0.110, E = 8.717 k@ 10.0 ft Point: E = -6.130 k@ 15.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : 0.910; 1 4,034.58 psi at 9.972 ft in Span# 1 4,434.03 psi +1.111 D+1 . 750E+0.60H 0.513: 1 238.04psi at 14.312ft inSpan#1 464.00 psi +1.111D+1.750E+0.60H Q 1. .Lr .s Max Reactions (k) Left Support 4.69 0.72 1.90 .E 2.90 -0.31 Right Support 5.23 0.74 2.40 Wood Beam Design : FB2 ~ A 1x14 .J.. l:i 15.50 ft Max Deflections Transient Downward 0.302in 615 Ratio Transient Upward Ratio LC: E Only 0.000in 9999 LC: Total Downward 0.533 in Ratio 348 LC: +D+0.70E+0.60H Total Upward Ratio 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 3.5x11.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending BEAM Size: Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads UnifLoad: D = 0.320, L = 0.1280 k/ft, Trib= 1.0 ft Point: D = 5.230, Lr= 2.40, L = 0.740, E = 0.310 k@3.750 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.834; 1 2,345.51 psI at 2,813.00 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.563: 1 163.25 psi at 290.00 psi +D+L+H Q 1. 3.86 0.85 3.86 0.85 .Lr 1.20 1.20 3.750 ft in Span# 1 0.000 ft in Span # 1 Yi. .E 0.16 0.16 Max Deflections J:i Transient Downward 0.044 in Total Downward 0.176 in Ratio 2040 Ratio 510 LC: Lr Only C: +D+0. 750Lr+0.750L +H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simp1e Beam STAL~ MORNING GLORY\CALCS\CURRENn19-517 Rancho Coastar • Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19. 12.31 . '" Wood Beam Design : FB3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 ----------5.25x11 .25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending BEAM Size: Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe• Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend • xx 1,016.54 ksi Density 45.070pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0320, L = 0.080 k/ft, Trib= 1.0 ft Point: D = 3.860, Lr= 1.20, L = 0.850, E = 0.160 k @ 15. 750 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.618 · 1 1,736.90 psf at 15.643 ft in Span# 1 2,808.60 psi +D+L+H 0.440: 1 127.70 psi at 18.113 ft in Span# 1 290.00 psi +D+L+H Q L '1:1. Max Reactions (k) Left Support Right Support 1.14 0.91 3.68 1.46 .Lr: 0.21 0.99 .E 0.03 0.13 l:i Max Deflections Transient Downward Ratio 0.273 in 834 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.799 in Ratio 285 C: +D+0. 750Lr+0.750L +H Total Upward Ratio 0.000 in 9999 LC: Job: 19-517 Sheet No: PC15 Colculoted By: JPC Checked Bv: Scale: NTS ~ i .J .... --, (E) HDR c=J------1..__ ________ _, TO REMAIN --i (Nl_HEADER r ~LRB5 21 ~ v ~ ~ ,,...._ _J ~I (E) BEAM ...... -'---'-------~ TO REMmN I'_ 2, ~ I") w Q) Q) a::: ,,...._ _J z ,.___, ---- 0 LRB1 --I----- ) / 3 LRR1 Of: Dote: Dote: r l . ~ ~ v Q) a::: g _J ,..:... --l!!,l!j_ " ~ ~ I") w Q) Q) a::: ,,...._ _J w ,.___, -----[@]---________ __.;a;,...;..... _______ _ ~ (N) BEAM [@]-- LRB2 (N) LOW ROOF FRAMING KEYPLAN Dote Plotted: 4/6/2020 10: 51 AM Plotted By: JAMES CASEY 4L20 7 (E) HDF TO REMA (E) BEAi ---wRrnA -L---.. ---- TY File: F: \2019\ 19-517 RANCHO COASTAL -MORNING GLORY\DWG\CURRENT\S3.0 2ND FLOOR FRAMING PLAN.DWG LRR1 : LRB1 : LRB2: Ji LRB3 : JOB: __,1-"'-9---"'5'-!.17.,___ __________ _ SHEETNO.: PC16 OF:--------- CALCULATED BY: JPC DATE: _ _,_4,.,,/2""'0 ___ _ CHECKEDBY: -----DATE: _____ _ SCALE: __ NT_S ___________ _ VERTICAL DESIGN -(N) LOW ROOF DL= _1L__psf LL= __1Q___psf 9' l 9' LRB1 t 6 17' 5.5' Wd= 17(16/12) = 23 #/ft WI= 20(16/12)=27#/ft USE -2x6@ 16" oc Wd =_1_7_(1_7_/2_)_=_1_45_#_/_ft ___ _ WI = __ 2_0(.,_1_7/~2)._=_1_7_0_#_/ft ___ _ USE-4x8 Pd= 0.68k Pl = 0.77k USE -4x12 Wd = 17(10/2) = 85 #/ft WI= 20(10/2) = 100 #/ft USE -4x6 LRB4 : k LRB5 : k LRB1 : DL = 0.68k RLL = 0.77k k k JOB: ~1~9-~5~1~7 ___________ _ SHEETNO.: PC17 OF:--------- CALCULATED BY: JPC DATE:-......,4=/2=0 ___ _ CHECKEDBY: _____ DATE: _____ _ SCALE: __ NT_S ____________ _ VERTICAL DESIGN -(N) LOW ROOF DL= __1L_psf LL= -1.Q_psf 4' LRB1 t 6' Wd = 17(10/2) = 85 #/ft WI= 20(10/2) = 100 #/ft USE -4x6 Wd= __ 17_(2_4_/2_)_=_2_04_#/_ft ___ _ WI = __ 2_0~(2_4/_2~) =_24_0_#_/ft ___ _ USE -4x10 Min. V.I.F. Wd= __________ _ WI= ___________ _ USE- Wd= __________ _ WI= ___________ _ USE - PC18 Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam $TAC~ MORNING GLORY\CALCS\CURRE:Nn19-517 Rancho Coastal-Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build;12.19, 12.31 Description: Vertical Design -(N) Low Roof Wood Beam Design : LRR 1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb -Tension Fb-Compr Applied Loads 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.0230, Lr= 0.0270 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 4.500 ft in Span # 1 1600 ksi 580ksi Density 31 .21 pcf Fb : Allowable : Load Comb : 0.703 • 1 832.03 psf at 1,182.76 psi +D+Lr+H 2x6 ~ Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.169:1 38.13 psi at 225.00 psi +D+Lr+H Cl .L. 0.11 0.11 .L.r 0.12 0.12 0.000 ft in Span # 1 '!i. I; 9.0 ft Max Deflections .l::i Transient Downward 0.120 in Ratio 896 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.231 in 467 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Wood Beam Design: LRB1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : Fb-Tension Fb-Compr Applied Loads 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loads UnifLoad: D=0.1450, Lr=0.170k/ft, Trib= 1.0ft 1,700.0 ksi 620.0ksi Density 31.21 0 pcf Design Summary Max fb/Fb Ratio = fb : Actual : 0.795 • 1 1,270.02 psf at 1,598.00 psi +D+Lr+H r 00.1450 Lr0.170 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.328: 1 73.89 psi at 225.00 psi +D+Lr+H Q I. 0.68 0.68 !.r 0.77 0.77 4.500 ft in Span # 1 0.000 ft in Span# 1 '!i. l·l.-----------4x8 ,4, ~-Max -Deflect1ons .1::i Transient Downward Ratio 9.0 ft 0.134in 808 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.252 in 429 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Project Title: PC19 Engineer: Project ID: Project Descr: Multiple Simple Beam ST AL • MORNING GLORY\CALCS\CURRENn 19-517 Rancho Coastal • Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:12.19.12,31 ,., -------------Wood Beam Design : LRB2 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 1000 psi Fe -Prll 1500 psi Fv 180 psi Ebend-xx Fb -Tension Fb -Compr 1000 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Point: D = 0.680, Lr= 0.770 k@ 8.50 ft Design Summary Max fblFb Ratio = fb : Actual : Fb : Allowable : 0.821 ; 1 T 1700 ksi 620 ksi Density 31 .21 pcf Load Comb : Max fvlFvRatio = fv : Actual: 1,051.76 psi at 8.500 ft in Span# 1 1,281.38 psi +D+Lr+H 0.134: 1 f - 4x12 17.0 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 30.09 psi at 16.093 ft in Span# 1 225.00 psi +D+Lr+H Q .L 0.41 0.41 .Lr 0.39 0.39 .s 'Ii. .E Wood Beam Design : LRB3 .ti Max De flections Transient Downward Ratio 0.194 in 1052 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.388 in 525 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb -Tension Fb -Compr Applied Loads 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0850, Lr= 0.10 k/ft, Trib= 1.0 ft Design Summary 1,700.0ksi 620.0 ksi Density 31.21 O pcf Max fb/Fb Ratio = fb : Actual : 0.301; 1 486.44 psi at 1,613.91 psi +D+Lr+H -. Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.151 :1 34.05 psi at 225.00 psi +D+Lr+H .0. .L 0.25 0.25 .Lr 0.28 0.28 2.750 ft in Span# 1 5.060 ft in Span # 1 'Ii. .f. .,~,-;e:---:.~~,,,_~:;-;~t-\<::y ~'<'vv:..,,== '>,~ ;--:~ ... :--''>> v., >;/':: v;'M;~~ Jj Max Deflections Transient Downward Ratio 4x6 5.50 ft 0.025in 2630 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.047 in 1390 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: PC20 . Multiple Simple Beam STAL. MORNING GI.ORY\CALCS\CURRENn19.Sf7 Rancho Coastal -Morning Glory.ec6 . Software copyright ENERCALC, INC. 1983-2019, Bulld:12.19.12.31 1,1 Wood Beam Design : LRB4 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr Applied Loads 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0850, Lr= 0.10 k/ft, Trib= 1.0 ft Design Summary - 1,700.0ksi 620.0 ksi Density 31 .210 pcf Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.159 · 1 257.29 psf at 1,616.77 psi +D+Lr+H 2.000 ft in Span # 1 ,'; ~-~V~V;: ,,;~~ hvh -;:::,h w ~, -::~◊;~:::>, h :Tz,= ~ ~V~:;~ Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.101:1 22.80 psi at 225.00 psi +D+Lr+H Q .L 0.18 0.18 .Lr 0.20 0.20 Wood Beam Design : LRB5 0.000 ft in Span# 1 .s. 'Ii.. BEAM Size: 4x10, Sawn, Fully Unbraced l:i T V ; • , Max Deflections Transient Downward Ratio 4x6 4.0 ft 0.007 in 6838 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.013 in 3614 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.2040, Lr= 0.240 k/ft, Trib= 1.0 ft Point: D = 0.680, Lr = 0.770 k @ 3.0 ft Design Summary ---- 1,700.0 ksi 620.0 ksi Density 31.210 pcf Max fb/Fb Ratio = fb: Actual : Fb : Allowable : 0.683; 1 1,010.89 ps, at 1,479.39 psi +D+Lr+H 3.000 ft in Span # 1 v" ,;.o , V .,. < Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.357: 1 80.40 psi at 225.00 psi +D+Lr+H Q .L 0.97 0.97 .Lr 1.11 1.11 5.240 ft in Span # 1 .s. '1i.. l:i "" / ~- 6.0 ft --- ax eflectIons Transient Downward Ratio 0.033 in 2164 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.063 in 1150 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: ? D-:,-r / H ,q, t'\.) G::£ R • , LDW "!<..OD~ L--~RI : o ,'2...~ .,.:- L-JZ B l ·~ I , <-{ ~ ~ :.-i;eZ. 1--t..-R'B~; l,?-::i.:,"'" -~~ ... t.-1<.t;~ +-tJ<1Yi~ 1,ro~Y:::. ½> °c1 ~ (.1-z{~ ltfti) = qt 2..~ o,t:\\:l.\C -t U,::0"\(1L{~(_i,,f/1>, ...t... L'F<~r.-/'1 o, ~e:,v:. L-,';Z6'S .. ,., z..oef "F"'e>\:. I O. "20.... "'-/ '3, '-\. \ '°' "r 'E$Z ; (o I ~' \L 'FSt·, Z,~4..~/ ~,'-{(.-1,:. 1-.Rtsu L..~~~--1.~~ v:.. :'\ Ou .. 1 .6.-.""2-~ LE-; f.>M ... t..~ ~ -" ~ ,.·n , • . v -.:., L., iZ,. --g t.J : L~&S ', JOB _ __._l_,q~----=t;_,\'-"?'------------- sHeETNo. _ ___:_Pc=2=1'--------OF ______ _ CALCULATED BY __ :;y.,..___._p_c.,-=----DATE __ ~'-1/;~ZO=·---------- CHECKEOBY ________ DATE _____ _ SCALE _....::.f-0-=.._,-'-f _'-:>.,__ ___________ _ . -:_ -6-tNt~O lv '-vJ._ t-\,\~ ., .. I"" K ., P, ,, ,,; ~ ,., '-{ , -: '-/~'--4 LL-£t:,~ '\-ll)C \ , ~ 1::> ~ t.. ~::3'ru-o (.' 1-t 0C.: ) . :. '"D ~ \,... "::> "\v 'D , : 'l-,Q:.vy\,'\' / \ ~eo0~1 , ',, \~ e::,oM-' / '\-\.<=us' • I Ll I • , r\ G:>0 W\ If' , : v-SC (NJ 1 ~ ~~ ?A-'t:) , :, \J, \If. I..!?,) ( ~/~Q r",'\:b Ml» ,, '. L(!f:) COJ..:>'r .,:,<c, a>l( , : {.&) (J::)t-$\ "Ff" G,. 0 ~ Square Pad Footing Schedule Foundation Parameters pa 2000 fc 2500 f 40000 VC 100 Allowable Soil Pressure Concrete Strength Reinforcing Strength Concrete Shear Capacity Minimum Column Diameter De 3.5 in Mark Length Depth 2 Reinforcing L D d Count Size As Rho> ft in in in n # sqin % A 1.5 18 12 8 2 4 0.39 0.27% B 2 24 12 8 3 4 0.59 0.31 % C 2.5 30 12 8 4 4 0.79 0.33% D 3 36 12 8 4 4 0.79 0.27% E 3.5 42 12 8 4 4 0.79 0.23% F 4 48 18 14 6 4 1.18 0.18% G 4.5 54 18 14 6 4 1.18 0.16% H 5 60 18 14 6 4 1.18 0.14% J 6 72 18 14 8 4 1.57 0.16% (1) Concrete Shear Capacity. 100psi Ve = 2-/J: (2) Depth to Steel. Assume 4in from (3) Minimum Steel Pm.-.= 0.0014 (4) Soil Bearing P,, = p 0 L2 JOB: 19-517 SHEET NO.: PC22 OF:------------ CALCULATED BY: _,,JCLP_,C.._ __ DATE; __ 4_:/_2 __ Q ____ _ CHECKED BY: DATE; _______ _ SCALE: _..:..,N:...cTc..:S=------------------ Capacity Rho One Two (min) 3 Pu Bearing• Way5 Way6 Bending 7 % kip lb lb lb lb 0.14% 4.5 4500 14400 18400 28809 0.14% 8.0 8000 19200 18400 32303 0.14% 12.5 12500 24000 18400 34389 0.14% 18.0 18000 28800 18400 28809 0.14% 18.4 24500 33600 18400 24786 0.14% 32.0 32000 67200 49000 57251 0.14% 40.5 40500 75600 49000 50985 0.14% 46.0 50000 84000 49000 45955 0.14% 49.0 72000 100800 49000 50985 I (5) One Way Shear Capacity P, = -,1. v X 2dL , I. 7 'f'v C . I (6) Two Way Shear Capacity P = -,1. v x 4(D + d )d " I. 7 'f'v C C I 2/( I P.fy ) (7) Bending Capacity P,, = -r/Jb 8 pd Y I ----1. 7 1.7 f . JOS __ l'J...._._.---=.5....:.\_;7;...._ __________ _ SHEETNO. __ P_C_23 _____ Of _____ _ CALCULATED BY __ --=:rf'--'-C ____ DATE __ t./.'--'-'l:-=20=:;.__-- CHECKEOBY ________ DATE _____ _ SCALE _fv'-=-:C...i.....=S ____________ _ Cs-;: C> ·'-~(_Co,~/\ -~ = 0, C-::;-~ Y. (..R-:::.\ .S) '1-= C>, <.,:,q'-\_(.~s7o')-==-z.t..t,e:.~ (_s~') \J-;;. 7-,'-f.7~ ~ lt:> .,":> -=-\ r~S "1< (~"'b~ M f.>•~:y, t-t)A 1> -ro --s, 1--.J~ \.-..E" -Po o, = \ 7 ~ s l'~ =-<&C:::.0 ~R.~ r ~#I.:.~ -z\-\-~~(.e.4\-=-o f-{:::.. ~<o<o~ ~ ~-Jz., (_~ ~ct) -::. D B = C::.Z.\<ic,.d' STRUCTURAL CALCULATIONS REMODEL & ADDITION FUKUDA 2726 Morning Glory Lane Carlsbad, CA 92008 Job No: 19-517 January 27, 2020 PC24 Table of Contents Material Specifications Structure Loading Vertical Loads Lateral Loads Soils Parameters Schedules Ke:t Plans Vertical S:tstem Roof Level 2nd Floor Level 1st Floor Level Post & Hanger Design Ledger Design Bearing Plate Design Lateral S:tstem Roof Level 2nd Floor Level Foundation Continuous Footings Isolated Footings Basement Retaining Walls JOB: SHEET NO.: ---- CALCULATED BY: CHECKED BY: OF:----------- DATE; ___ J.!.../-=t.L)::..;_ __ _ DATE:-------- SCALE: _ __,_0-=--r_,__~=---------- 2 3 4 5-8 9-11 12-20 21-31 32-33 34 35-36 37 38-42 43-47 48 48 49-57 JOB: \ SHEET NO.: ----OF:----------- CALCULATED BY: DATE:-----'' l.....;?.D=----- CHECKED BY: DATE:-------- SCALE: _.,_f'..J_-,._~~---------- STRUCTURAL DESIGN SPECIFICATIONS BUILDING CODE -2019 California Building Code & ASCE 7-16 WOOD FRAMING -Design per 2018 NOS Specification for Wood Construction & Supplement Douglas Fir-Larch graded per WCLIB or WWPA grading rules as follows: Memberrie.e Grade Fb /psil Member Tipe Grade Joists No 2 900 Studs STUD Beams (2x -4x} No 1 1000 Posts (4x} No 1 Beams(6x or larger B&S No 1 1350 Posts (6x or larger} P&T No 1 STEEL -Design per AISC Specification 360-16 Hot rolled steel complying with ASTM specifications as follows: Section Grade Fl,IFu (ksil Section Grade W -Wide Flange A992 50 / 65 Standard Pipe A53 Gr B HSS-Tube A500 GrC 50 / 62 Plates & Misc A36 WELDING -E70XX Electrodes with Fy = 70ksi unless noted otherwise in calculations CONCRETE -Design per CBC Chapter 19 and ACI 318-14 Specification for reinforced concrete Concrete fc = 2500psi at 28 days unless noted otherwise in calculations. Type II Cement CONCRETE MASONRY -Design per CBC Chapter 21 and TMS 602-16 Specification for Reinforced Masonry Medium weight solid grouted CMU with fm = 2000psi unless noted otherwise in calculations Mortar -Type M or S Grout fg 2: 2000psi STEEL REINFORCING -Bars complying with ASTM A615 (A706 for Welded Bars) as follows: Bar Size Grade Fi:, (ksf2 Bar Size Grade #3,#4 A615 Gr 40 40 #5 and larger A615 Gr 60 STRUCTURAL COMPOSITE LUMBER -Manufactured by Trus Joist per ICC-ER ESR-1387. Member Type Parallam (PSL} Microlam (LVL) Grade DF -2.0E DF -1.9E Fb (psi) Member Tl,PB 2900 Timberstrand (LSL} 2600 Grade DF-1.7E GLUE LAMINATED LUMBER -Douglas Fir-Larch Combination 24F-V4 unless noted otherwise in calculations MANUFACTURED WOOD I JOISTS -T JI Pro series by Trus Joist per ICC-ES ESR 1153 RETROFIT EPOXY -Hilti RE-500 V3 designed per ICC ER-3814 or Simpson SET-XP designed per ICC ESR-2508 Fb (fJsO 700 1000 1200 FWFu /ksil 35 / 60 36 / 58 Fi:, (ksi) 60 Fb (psi) 2600 GRAVITY STRUCTURAL LOADS ROOF LOADS Load (psi) Dead Loads 17.0 Composition Shingles Roofing 4.0 Plywood Decking 2.5 4.0 Framing Insulation 0.5 Drywall 2.5 Mechanical 1.0 Misc 2.5 Live Load 20.0 Total Load 37.0 DECK LOADS Load (psi) Dead Loads 16.0 Finish Flooring 3.0 Plywood Decking 3.5 Framing 4.0 Insulation 0.5 Drywall 2.5 Mechanical 1.0 Misc 1.5 Live Load 60.0 Total Load 76.0 JOB: SHEET NO.: __ Jc __ OF:----------- CALCULATED BY: DATE:--~C-4/w.(_,G{L._ __ CHECKED BY: DATE:------- SCALE: __ (\_.......,.)_.::f<_Z..,...,_ __________ _ FLOOR LOADS Dead Loads Finish Flooring Plywood Decking Framing Insulation Drywall Mechanical Misc Live Load -General Residential Total Load WALL LOADS Dead Loads Exterior Walls -Stucco Exterior Walls -Brick Siding Interior Walls Lateral Live Load -Code Minimum Load (psf) 16.0 3.0 3.5 4.0 0.5 2.5 1.0 ·---------1.5 40.0 56.0 Load (psi) 15.0 -------------25.0 10.0 5.0 JOB: ---'-I 9-1---_,.<;c...:_1.....,7~--------- SHEET NO.: __ 3..,__ OF:----------- CALCULATED BY: DATE; __ '3.L/,._{9_.___ __ CHECKED BY: DATE:------- SCALE: --'N-'-..;_T'_S..__ ___________ _ SEISMIC STRUCTURAL LOADS Structure Height 20.0ft Mapped 0.2s Acceleration Ss 1.13 Mapped 1.0s Acceleration s, 0.44 ,, ___ Risk Category Soil Profile II D 0.2s Site Coefficient F, 1.05 1.0s Site Coefficient F,. 1.57 Response Modification Factor R Importance Factor 6.5 1.00 Design 0.2s Acceleration Sos 0.79 Design 1.0s Acceleration So, 0.45 Structure Period Ct 0.020 X 0.75 Redundanc:t Factor p 1.30 T, 0.189s Seismic Design Catego!}'. D EQUIVALENT LATERAL FORCE PROCEDURE C = pS{)S " (RI/) (Eq 12.8-2) = 0.16 C 0.SpS, h S 60 I'~---Wen I ~0. • (RI I) (Eq 12.8-6) = 0.00 (Eq 12.8-3) = 0.48 Cs= 0.044Susl ~ 0.01 (Eq 12.8-5) = 0.03 Governing Seismic Response Coefficient Cs =0.16 VERTICAL DISTRIBUTION Heioht Area Weioht1 Moment2 Fx' Diaph Wail Story h,. ., w, Ww w, h,. X Wx Csx I:wx x % Level fl n• psf psf kip ft-kio % kio psf A High Roof 20 2550 17 7.5 62.5 1250 59% 14.6 5.7 B Low Roof 11 250 17 12.5 7.4 81 4% 1.0 3.8 C Floor 9 2100 16 25 86.1 775 37% 9.1 4.3 D E F • These are Ultimate Loads, Multiply by 0.7 for ASD 156.0 2106 100% 24.7 WIND STRUCTURAL LOADS Mean Roof Height h 20.0ft Importance Factor 1.00 _R_o_of_A_n..,.g'-le _________ ...L___ 20deg Exposure Factor 1.29 Topographic Factor K, 1.00 ZONE Lateral Pressures Vertical Pressures A B C D E F G H ASCE 7-10 Figure 28.6-1 P,io psf 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -----·· ·-·· Design Pressure P, psf 34.3 -9.0 22.8 -5.0 -29.8 -20.6 -20.6 -15.7 • These are Ultimate Loads, Multiply by 0.6 for ASD JOB: SHEET NO.: __ ':\_.___ OF:----------- CALCULA TEO BY: DATE: __ ___.f /_,?.b=--- CHECKED BY: DATE:------- SCALE:--~--~_':)....,_ __________ _ SOILS PARAMETERS & LOADING Parameters Based on 2019 California Building Code (T1610.1 & T1806.2) General Soils Parameters: Allowable Net Soil Pressure at Minimum Depth 1500 psf Minimum Footing Depth 12 in Minimum Footing Width 12 in Coefficient of Friction 0.25 Passive Pressure -EFP 100 pcf Retaining Wall Soils Parameters: Allowable Net Soil Pressure at Minimum Depth 1500 psf Minimum Footing Depth 12 in Coefficient of Friction 0.25 Passive Pressure -EFP 100 pcf At Rest Pressure -EFP 60 pct Active Pressure -Level Slope -EFP 45 pcf Active Pressure -2:1 Slope -EFP 65 pcf JOB: SHEET NO.: __ '2:.,:___ OF:------------ CALCULATED BY: DATE: __ 3___.l,_.!'-q __ _ CHECKED BY: DATE:--------- SCALE: _.._N-"'--':1'-~=------------ SHEARWALLSCHEDULE MARK3 G H L L2 M M2 N N2 p P2 WIDTH ALLOW1 NAILING SILL CONNECTION2 SEISMIC WIND SIZE/ SPACING 5/8" A.a• 16d Nail 260 365 6 / 12 54" 6" 3/8 8d 380 532 4 / 12 42" - 310 435 42" 4" 6 / 12 620 870 24" - 460 645 36" - 4 / 12 920 1290 18" - 15/32 10d 600 840 30" - 3 / 12 1200 1680 15" - 770 1077 20" - 2/12 1540 2155 10" - All values assume CDX grade Plywood or OSB panels 2 Values noted are maximum spacings. Install a minimum of two (2) fasteners per piece. a) 518" A.B. is 5/8" Diameter A307 J-Bolt with a minimum 7" concrete embedment. c} 1/4" SOS Is SIMPSON SOS 1/4x4.5 (ICC-ESR 2236) 1/4" sos - 12" - 6" 8" 4" 6" 3" 4" 2" TOP PLATE LTP4 30" 20" 24" 12" 16" 8" 12" 6" 10" 5" 3 Sill and boundary members for walls with a capacity of 350 plr or greater must be 3in nominal lumber minimum. Nailing edge distance must be 1/2" minimum. 4 Anchor bolts must be installed with minimum 3in x 31n x 0.229in plate washers. An anchor must be placed no more than 12" and no less than 70 from each end of the wall. JOB: SHEET NO.: _ _,W{L__ OF:----------- CALCULATED BY: DATE: __ 3__./c...;{._q..__ __ CHECKED BY: DATE:------- ,.,. ,...,..., ~ SCALE: _ __,_I..::::::'.__:__,__~.,/ ___________ _ HOLD DOWN HARDWARE SCHEDULE FLOOR MARK TYPE AB.0 CAPACITY NOTES ICC-ER FULL 75% 37 MST37 -2465 1849 (/) ~ 48 MST48 -3695 2771 ER-2105 I-(/) MST60 60 -4665 3499 2 HDU2 5/8" 3075 2306 4 HDU4 5/8" 4565 3424 ER-2330 (/) w ii: 5 HDU5 5/8" 5645 4234 w (/) :::> 8 HDQ8 7/8" 7630 5723 0 :c 11 HHDQ11 1" 11810 8858 ER-2330 14 HHDQ14 1" 13015 9761 Wood Post Capacity Schedule d in b in F0 psi Emin mpsl Height / e -ft 4 6 8 9 10 12 15 20 25 30 (2)-2x4 3.5 3 850 1.15 0.58 8.82 6.48 4.28 3.50 2.90 2.07 (2)-2x6 5.5 3 850 1.15 0.58 13.85 10.18 6.72 5.50 4.56 3.25 4x4 4x6 3.5 5.5 3.5 3.5 1500 1500 1.15 1.1 0.62 0.62 17.34 26.37 11.78 18.25 7.48 11.68 6.07 9.49 5.00 7.83 3.55 5.56 JOB: _ __._l_,q..__-_S_\ -, __________ _ SHEET NO.: __ l_,___ OF:----------- CALCULATED BY: --'J"'--'-P<_::0,:::___ DATE; __ ~,_,.:...I <t~--- CHECKED BY: ------DATE; ______ _ SCALE: _ __,_N-=-1:L-S..__ __________ _ Post Size 4x8 6x6 7.25 5.5 3.5 5.5 1500 1000 1.05 0.62 0.58 Post Capacity1 P • -kips 33.56 29.19 23.68 27.56 15.29 24.80 12.45 22.96 10.29 20.92 7.31 16.82 11.92 7.13 6x8 7.25 5.5 1000 0.58 38.47 36.34 32.68 30.26 27.57 22.18 15.71 9.40 Minor Axis ls Assumed Unbraced 6x1 0 8x8 8x10 9.25 7.25 9.25 5.5 7.25 7.25 1000 1000 1000 0.58 0.58 0.58 49.09 51.54 65.76 46.36 50.10 63.92 41.70 47.77 60.94 38.61 46.17 58.91 35.18 44.26 56.47 28.29 39.53 50.44 20.04 31 .37 40.02 12.00 20.31 25.91 13.67 17.45 9.72 12.40 2 3 Capacity Per 2015 NOS Section 3. 7.1 as Follows: F c' = CF x Cp x F c x A. CP is calculated as 4 F; = CF x Fe; c Is taken as 0.8 Where F _ 0.822£ cB -(I, I d)2 Square Pad Footing Schedule Foundation Parameters Allowable Soil Pressure Concrete Strength Reinforcing Strength Concrete Shear Capacity Minimum Column Diameter pa 1500 psf fc 2500 si fy 40D00 psi vc 100 si De 3.5 in Mark Length Depth 2 Reinforcing L D d Count Size As Rho > ft in in in n # sqin ¾ A 1.5 18 12 8 2 4 0.39 0.27% B 2 24 12 8 3 4 D.59 0.31% C 2.5 30 12 8 4 4 D.79 0.33% - D 3 36 12 8 4 4 D.79 0.27% E 3.5 42 12 8 4 4 0.79 0.23% F 4 48 18 14 6 4 1.18 0.18% G 4.5 54 18 14 6 4 1.18 0.16% H 5 60 18 14 6 4 1.18 0.14% J 6 72 18 14 8 4 1.57 0.16% (1) Concrete Shear Capacity. 100psi Ve = 2J7: (2) Depth to Steel. Assume 4in from (3) Minimum Steel P min = 0.0014 (4) Soil Bearing P,, = p n L2 JOB: _ ____,l'---'q._-~S"-'-17...__ ________ _ 92 SHEET NO.:---'--'---OF:----------- CALCULATED BY: DA TE: __ 3__,_/,__( '\.,..__ __ CHECKED BY: ------DATE:-------- SCALE: --'-'t--"-'tf:c.+-=,...,__ ___________ _ Capacity Rho One Two (min) 3 Pu Bearing • Way5 Way0 Bending 7 ¾ kip lb lb lb lb 0.14% 3.4 3375 14400 18400 28809 0.14% 6.0 6000 19200 18400 32303 •·-•• ·-- 0.14% 9.4 9375 24000 18400 34389 0.14% 13.5 13500 28800 18400 28809 0.14% 18.4 18375 33600 18400 24786 0.14% 24.0 24000 67200 49000 57251 0.14% 30.4 30375 75600 49000 50985 0.14% 37.5 37500 84000 49000 45955 0.14% 49.0 54000 100800 49000 50985 I (5) One Way Shear Capacity P = -,1, v x 2dL " ) . 7 'l'v c I (6) Two Way Shear Capacity P = _ ,1, v x 4(D + d)d U 1. 7 '/'v C C 1 2/ ( 1 Ply) (7) Bending Capacity P,, = -r/>b 8 pd y I ----1. 7 1.7 f . ~ -----4 I I Job: 19-517 Sheet No: C\ Of: ______ _ Calculated By: ___ J_P_C __ Date: __ -=3~/....:.1-=-9 __ _ Checked 8: Date: ______ _ Scale: NTS ~ CAL nLL '1£R e ·-0 I -1 =1 i 'R"£,' • I l!'rt:i:, a e □-• I --·! -0 ------·---·-·-····· -·-. -·-------··-·-·-·---·-··· ·--··-------ID >-•• ID "tM l 14f"' --1 -------·--·--------· __ --·4 =-·=--:·-.L::_~'\?s:::..-···:.r~ -® I 1-\ \ C,r\ 1<.00 'F t='IZAW\ u.:>Co \(£. '-? i:-t.A~ Date Plotted: 3/21/2019 1: 08 PM Plotted By: JAMES CASEY File: F: \2019\19-517 RANCHO COASTAL -MORNING GLORY\DWG\CURRENT\S4.0 ROOF FRAMING PLAN.DWG ~ ·-+ I I -r l--r,1l\T.911~~M,llll;;--I==~· ti[L::N j-- _l __ _ Job: 19-517 Sheet No: I 0 Of: _______ _ Calculated By: __ -----=-J,..__P.o::.C __ Dote: ___ 3"'"'/'-1-'-'9=----- Ch ecked 8: Dote: ______ _ Scale: NTS ---(i) lf)IIOft TO RtMNH 'Z.. Date Plotted: 3/25/2019 3: 47 PM Plotted By: JAMES CASEY File: F: \2019\19-517 RANCHO COASTAL -MORNING GLORY\DWG\CURRENT\S3.0 2ND FLOOR FRAMING PLAN.DWG ~ -1 ------·-·- I I Job: 19-517 Sheet No: \ \ Of: _______ _ Col cu Io ted 8 y: __ --=-JP:....C-=----Dote: ___ 3=--/'-1-'-'9"----- Ch ecked 8 : Dote: ______ _ Scale: NTS -0 Dote Plotted: 3/26/2019 10: 01 AM Plotted By: JAMES CASEY File: F: \2019\19-517 RANCHO COASTAL -MORNING GLORY\DWG\CURRENT\S2.0 1 ST FLOOR FRAMING & FOUNDATION PLAN.DWG k JOB: _ ..... 1__.q_-...... S'-'--\].,__ _______ _ SHEET NO.: \ 1_,. OF: ______ _ CALCULATED BY: DATE: __ 3.,_.fi~'t __ _ CHECKEDBY: ----DATE; ____ _ SCALE: -~J\J~l'_:)..,c.... --------- VERTICAL DESIGN -'12-,cx::,i:=:: DL=~psf LL=~psf IO I I':> ,S I Wd = 17 ( 'epJi 7..,) ~ Z3 1'.£:1:: WI= 7..,,C> L ,&Ji-z_'), ":: Z7 ~1Q± Wd • \7 (ZD/i;;) = \7D ~/I:;-\- WI• -z.b l ;-0 /--z~ ::. -zoo ~1-e USE -l-{ ')(.. l c:2 Wd • '] I 7-.1:::,/z~ = l 7C> ~/Q+ - WI • -Z..D cz-t:::,/7>, = 2.bo ~/r:p.- Wd • 17(2-e:./2,')-= I ,o ~/Q:\- WI • 7-D (_}-0 /z.,\ ~ -Z..DO o/'<;-\.- .Efil: ! k JOB: / ~ _:. ? \ 7 SHEET NO.: \!) OF:------- CALCULATED BY: ::J?(._. DATE: __ 3,_./1_,q __ _ CHECKEDBY: ----DATE; ____ _ SCALE: _ _,__N~T-_.':,,__ _______ _ VERTICAL DESIGN -_:JZ~c::x::,=-i..£ ___ _ OL= _l]_psf LL= Z0 psf I O Wd .. 17 ( 1 2/i\ :::: 1 t> 2. tJ:-( 9--.., Wt = Z.O( ~-z/-2;')-::: lZ-D ~/y-lr Wd •·_;_,7:....,(_~...:..0.--:::-----=-s ....:...1_~..:...t~_,_}.;____ WI• "2.b(___~':) ::. W */f)Jr USE -l{y.._(a Wd .. 17[1:z(~ ~ lDZ.., ~IR+ WI= ::Z,0 ( 11/2--'\-;._ I Z.0 ~(9'}.. USE -L-{ '1-\ Q Wd = \J ( 17../-i,\ ~ l oz_ ~rg~ WI• c D(;:{-2)-:;. I ?..O ~r~ USE-y ¼...\D JOB: -~'9--S~I 7~------- SHEET NO.: lv\ OF; ______ _ CALCULATED BY: OATE:--$-'-1~1 '1...____ CHECKEDBY: ----DATE; ____ _ SCALE: fv ::rs VERTICAL DESIGN -__,_f; ____ t>_D_~---- oL= fl_pst LL= ZO psf RB3 USE-11,'I--~ 'R'64 : !,} wd.. n L ~ J ~ \ E> ( ~ '\ =-q b *lc11 ! WI . LO L3')":;. 0,D ~/ q_.\ t,f ,,st D L 7 t ,'4--Z r.:: R ~'3 ~ RU-""-I ,<;Sv.: USE-t.,/-1..5 g81D : k ! Wd• (J ( 1:-1'6--\. \S (_ ~-= i'-f7 o/',r-1-- WI ,. -zc, (_, 7../ ~ -=-{ 2 C> ""IR:).... @ ,<S' USE -4~?> 'R,'5')_ R'Bt/ : & Wd• 1'7C~ -t i S ( tb -:= I 11 P'fb!-! ! WI• 7..DL 7=,~ -:::. y:::> ~'<\- {(o I< 1)\.....-::--z._,7£.\ ~ oe,1.-✓R\..\--== z.1S ~ USE -'3, 1..s~,, f=c,,t; PS L- Project Title: Engineer: Project ID: Project Descr: Descri tion : Vertical Design -High Roof Wood Beam Design : RR Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb. Tension Fb • Compr Applied Loads 2x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir• Larch Wood Grade : No.2 900.0 psi Fe• Prll 1,350.0 psi Fv 180.0 psi Ebend• xx 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx Unif Load: D = 0.0230, Lr = 0.0270 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 5.000 ft In Span # 1 1,600.0 ksi 580.0 ksl Density 31 .210 pct Fb : Allowable : Load Comb : 0.640 ; 1 570.75 psi at 891.57 psi +D+Lr+H ~ 2x8 ,,i_ Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.135 : 1 30.34 psi at 225.00 psi +D+Lr+H Q 1. 0.12 0.12 J.r 0.14 0.14 Wood Beam Design: RB1 BEAM Size: 9.400 ft in Span# 1 ':ti. E J:1 10.0 ft ax e ections Transient Downward 0.080in 1497 LC: Lr Only 0.000in 9999 LC: Ratio Transient Upward Ratio Total Downward Ratio 0.148 In 808 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb. Tension Fb • Compr 1,000.0 psi Fe• Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 31.210 pct 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Emlnbend -xx 620.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.170, Lr= 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.315 ; 1 508.91 psi at 1,616.77 psi +D+Lr+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.200 : 1 45.10 psi at 225.00 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q .L. .Lr 0.40 0.40 0.35 0.35 2.000 ft in Span# 1 0.000 ft in Span # 1 I; • I:! ------• • ~ -. --~ .. =-.... -. 4 .0 ft ax e lectlons Transient Downward 0.014 in Ratio 3419 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.026 In 1827 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design : RB2 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 5.25x18.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb. Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksl Fb. Com pr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksl Density 45.070 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.170, Lr= 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.594 • 1 fb : Actual : 1,598.84 psi at 13.750 ft in Span# 1 Fb : Allowable : 2,689.58 psi Load Comb : +D+Lr+H Max fv/FvRatio = 0.215: 1 fv : Actual : 77.91 psi at 26.033 ft In Span# 1 Fv : Allowable : 362.50 psi Load Comb : +D+Lr+H Max Reactions (k) Q 1. Left Support 2. 7 4 Right Support 2.74 .Lr 2.75 2.75 Wood Beam Design: RB3 BEAM Size: Y::J. f ti 5.25x18.0 27.50 ft ax e ectIons Transient Downward 0.507 in 650 LC: Lr Only 0.000in 9999 LC: Ratio Transient Upward Ratio Total Downward Ratio 1.013 in 325 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb -Compr 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Fl 675.0 psi Eminbend -xx 1,600.0ksl 580.0ksl Density 31.210 pct Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.170, Lr= 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: 0.691 ; 1 1,140.64 psI at 7.750 ft In Span# 1 1,650.67 psi +D+Lr+H 0.292 : 1 62.06 psi at 14.570 ft In Span # 1 212.50 psi +D+Lr+H Q 1. .E Max Reactions (k} Left Support 1.42 .Lr 1.55 1.55 Right Support 1.42 -6x12 ,i_ .I:! ax e ecbons Transient Downward 15.50 ft 0.234in Ratio 794 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.449 In 414 LC: +D+Lr+H Total Upward 0.000 In Ratio 9999 LC: llo Project Title: Engineer: Project ID: Project Descr: ~------[ M '11. ~ pJ~::~tmplfi;::~am . ·::. Wood Beam Design: RB4 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1020, Lr= 0.120 k/ft, Trib= 1.0 ft 1,700.0 ksi 620.0ksi Density 31.210 pcf Design Summary Max fb/Fb Ratio = fb : Actual: 0.190·1 307.62 psf at 1,616.77 psi +D+Lr+H ------------------------ Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: 0.121:1 27.26 psi at 225.00 psi +D+Lr+H Max Reactions Left Support Righi Support (k) Q J. .Lr 0.24 0.24 0.21 0.21 Wood Beam Design : RBS 2.000 ft in Span# 1 0.000 ft in Span # 1 'tJ. f !:i Ratio 4.0 ft 0.008 in 5698 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: ' ...,. '"'4~ Total Downward 0.016 In 3023 LC: +D+Lr+H Ratio Total Upward Ratio 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 BEAM Size : Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx 1,700.0ksi 620.0ksi Density 31.210pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0510, Lr= 0.060 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.611 ; 1 979.03 psI at 1,603.22 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Righi Support 0.182:1 40.98 psi at 225.00 psi +D+Lr+H 12 L. 0.28 0.28 L.! 0.30 0.30 5.000 ft in Span # 1 9.567 ft in Span # 1 -------------------------. . --~. --·--· -·--D(0.0510l Lr(0.060) 1 ti ax e ecltons 4x6 10.0 ft Transient Downward 0.165 in Ratio 729 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.316 In 379 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design : RB6 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Uni! Load: D = 0.1020, Lr= 0.120 k/ft, Trib= 1.0 ft 1,700.0 ksi 620.0 ksi Density 31.210 pcf Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.804; 1 1,163.18 psi at 6.500 ft in Span # 1 1,447.25 psi +D+Lr+H -4x10 Max fv/FvRatio = fv : Actual : 0.272: 1 13.0 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 61 .15 psi at 12.263 ft in Span# 1 225.00 psi +D+Lr+H Q .!. 0.71 0.71 lJ: 0.78 0.78 .s '1:1. f Wood Beam Design : RB? .Ii ax e ect1ons Transient Downward Ratio 0.198 in 789 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.377 in 413 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unlf Load: D = 0.1020, Lr = 0.120 k/ft, Trib= 1.0 ft 1,700.0 ksi 620.0ksi Density 31.210pcf Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 0.571 ; 1 832.81 psi at 1,459.02 psi +D+Lr+H 5.500 ft In Span# 1 -~ 4x10 Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.223 : 1 50.19 psi at 225.00 psi +D+Lr+H Q .L. 0.60 0.60 .br 0.66 0.66 0.000 ft in Span # 1 ti ax e ectlons Transient Downward Ratio 11 .0 ft 0.101in 1303 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.193 In 682 LC: +D+Lr+H Total Upward 0.000 In Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design : RB8 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.1 BEAM Size: Fb. Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0960, Lr= 0.060 kilt, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.171 • 1 fb : Actual : 275. 72 psf at Fb : Allowable : 1,615.83 psi 2.250 ft in Span# 1 Load Comb : +D+Lr+H Max fv/FvRatio = 0.100: 1 fv: Actual: 22.47 psi at Fv : Allowable : 225.00 psi Load Comb : +D+Lr+H Max Reactions (k) Q .!. Left Support 0.23 Righi Support 0.23 .Lr 0.14 0.14 0.000 ft In Span# 1 f l:i Max e ect1ons Transient Downward Ratio 4.50 fl 0.007 in 8004 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1,700.0 ksi 620.0ksi Density 31.210 pcf Total Downward Ratio 0.018 in 2998 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Wood Beam Design: RB9 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0960, Lr = 0.060 k/ft, T rib= 1.0 ft Point: D = 1.420, Lr= 1.550 k@ 1.0 ft 1,700.0 ksi 620.0 ksi Density 31.21 o pcf Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : 0.629; 1 1,013.78 psi at 1,611.80 psi +D+Lr+H 0.677: 1 152.30 psi at 225.00 psi 1.005 ft in Span # 1 ,........ 4x8 4.50 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H Q .L 1.33 0.54 br 1.34 0.48 0.000 ft in Span# 1 l/:J. f .ti ax e ecttons Transient Downward Ratio 0.020in 2689 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.041 In 1326 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design: RB10 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 BEAM Size : Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Emlnbend -xx 1,700.0 ksi 620.0ksi Density 31.210 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1470, Lr= 0.120 k/fl, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.602 • 1 963.17 psr at 1,599.84 psi +D+Lr+H 0.262 : 1 58.88 psi at 225.00 psi +D+Lr+H Q L Max Reactions (k) Left Support 0.65 Lr 0.51 0.51 Right Support 0.65 Wood Beam Design : RB11 4.250 ft in Span # 1 7.905 ft in Span# 1 -4xB ~ !:! ax e ect1ons Transient Downward Ratio B.50 ft 0.075 in 1360 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.170 in 598 Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11 .875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pct Fb -Compr 2,900.0 psi Fe -Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1110, Lr= 0.060 k/ft, Trib= 1.0 ft Point: D = 2.740, Lr = 2.750 k @8.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.782 • 1 2,728.59 psr at 3,490.36 psi +D+Lr+H 8.000 ft in Span# 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.271 : 1 98.31 psi at 362.50 psi +D+Lr+H Q 1 2.41 2.41 .!.r 1.86 1.86 0.000 ft in Span# 1 YJ. f ~ 5.25x11.B75 ~ 16.0 ft ax e lecttons Jj Transient Downward 0.339 in Ratio 566 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.748 in 256 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: k JOB: IC\ -~ ,7 SHEETN0.: L,\ OF; ______ _ CALCULATED BY: DATE; _ ____:.\ /....::..1,0'---_ CHECKED BY: ----DATE:----- SCALE: N r::s VERTICAL DESIGN -z i--n:, f°L-DO~ DL= -1..k._psf LL= 'f D psf / (.,t:f.::>-pc-J< 'Zo' Wd ,. 1 to(' 1.pfrc '-J -= z:z_ ,J;t-/g-1r WI = '10( t0/1:z':) --~t.{ ~1~)- I' 1/ USE-\ \ 7/t:;, T :J] SW @J (.o O(__, Wd.. I k L 1 /.&,/ r-w ~ 2. L ~I Q-lr- w,. &b{ ll,/d>, -= ~D -p;/fcr USE -1,,, 7'-5 @ I c,d 1 O(,_., Wd • I l, c ~-z/2') +!S (~ ~ 3'\\ 3/.p.y WI= L-ft> ~'2-/z_,') -=-1t/D :t!/~>r- Wd = I CaL?-') ~ -; 2, ~tfi ~ WI= 40 L-Z-J ~ BO :Pr/£~ . 1)L.--=--b ,'-"?\ -.c ~ R~Cc-RW-~o.,e b \-";. c,, c.:.w::.. R,(;-, ·~ f-2-1-'--::-0, ~~ USE -C?>< \L JOB: _..;._I ____,9;_-....:::0 -:.1-'7 ________ _ SHEET NO.: '1 (,; OF:-------- CALCULATED BY: J?(_, oATE; __ IJ_;/w~-- CHECKEDBY: ----DATE:----- SCALE: {',-.)tS VERTICAL DESIGN -z.,-.i°i::) 'Fl..--DD"R DL= _Lfa_psf ~(,? 'S& __E3..: kJ, ,l I ;711.ti'( -z..o' ~ 1) \, -=-I I \ "1:, 1,B ~ L.L--.. z , ~.,.. ~: '5~: "eb, \ "-'t. -r/c...- k ! -z.1 g 5 Jc I lo, c::/ l l ! Wd= I k L-z._:)-;::. SL :t1c/~~ WI = 4 0 L-t;) -= <c O tt:/£-\- -0\....-=-C> , -, \ ~ iZ-1ci<o', 'R 'R\.--:: C> I 7 E> ~ l,..l' • t,J~ Wd ,. / G:{, ,;;_;, fz_ \ -: tf O o/f<-'r--\ \ S{q J -::C 175 "o/R+- Wt= (d;>( C:7fu °==' I SD ~,~~ Wd = IJl ZD/i:)-= \ 70 *Isa- WI • --zc,( 20(i:'j -::: Z.DO~~lr ...., !;, - USE-tj '( Ca Wd = I :z (,:;') + l s ( '-D ~ I I ( A=h\-- w,-2D ( :J>;) -:: k,O §l, (O'< l:>'-~" \r \<::. gc; ·, 'R\.\.:=O, -z.. v.:.- USE -L{~\'Z..., k Jil_: k k JOB: 1({ -S\7 SHEETNO.: 1,; OF:-------- CALCULATED BY: S"? (__ CHECKEDBY: ----DATE:----- SCALE: f\J1'°:> VERTICAL DESIGN -z?.Jv :f)-DC>K' DL=~sf ~~<::, 1 i.o' Lf ,C:, I LL= t./0 psf / '=::br~ Wd = I fo [ 6/i::::; -::; L{ 0 :et/ R--.\- WI = r,dJ ( 5/i;:)-160 ~Q,lr- l;)\...-:::. D . n I(" ~~ •• 1<,'l-\...::: t> . "L.~ Wd,. ~ c.,,L-z-') ~ \ =,( IU -=-"2-l1,,,,~/+~ WI • '-(O L--z-") :::. <2;:,0 ~Rlo- USE-0><.(o Wd .. I l-,( W/z')k \][l"Z/-z_)k\t:;6 ~= L/4z.:¾. WI= L-/c,(J-O/z°'\. ~ 4 00 :s:t"/9::.1,, 0L..e..-=-z.,o(.l ?../,z."') --t1-.o .ia-/Q-...,. Wd • 1 (d-z.') --t-I s ( rz..,">, -: 2=1 -z..~/x\- w, .. L.fo(z.':, :::. too ,l/&~ 7.)l-,; "l, ,"7 '-\ K ~iz..; 'R~ 7-,,C-:J v:.. ~tz..°3' "D\...: l,'1 2..\C. ' 'JZ..D-,:-" I , ~ 6 i.: USE -j x.. \0 k k k JOB: _ _.l.__'1.,_-_S-"'-'--, 7 ________ _ SHEET NO.: -Z.t.{ OF:-------- CALCULATED BY: :J?C,, DATE; _ __._ 1/u=-->-- CHECKEOBY: ----DATE:----- SCALE: -~~~-='->~--------- VERTICAL DESIGN -z_~b f'."LoOl< OL= ~sf LL= t./Dpsf . I l l 1 Wd. , eol,2°/;::;y=-, <oD #/~ \- w, -4 D ( -z...o /-z..'-y-=.. 4' bo f(./ £:\-' USE .. (:, X. \L., Wd• _________ _ WI • _________ _ USE .. Wd• _________ _ WI• _________ _ USE- w,. _________ _ USE- ~FORTE ~. + 0 MEMBER REPORT Level, FJ 1 piece(s) 11 7 /8" TJI® 560 @ 16" OC Overall Length: 20' 7" All locations are measured from the outside face of left support (or left cantilever end}.AII dimensions are horizontal. Design Results' , . • ... , Actual @ Location Allowed Result .. ·'LDF Load·: Combination (Pattern)· Member Reaction (lbs} 750 @ 20' 3 1/2" 1265 (1.75"} Passed (59%} 1.00 1.0 D + 1.0 L (All Soans) Shear (lbs) 750 @ 20' 3 1/2" 2050 Passed (37%} 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3765@ 10' 3" 9500 Passed ( 40%) 1.00 1.0 D + 1.0 L (All Spans} uve Load Den. (In) 0.327@ 10' 3" 0.502 Passed (l/736) .. 1.0 D + 1.0 L (All Soans) Total Load Defl. (In) 0.458@ 10' 3" 1.004 Passed (l/526) .. 1.0 D + 1.0 L (All Soans) TJ-Pro "' Ratlno 40 40 Passed --.. • oenecuon criteria: LL (L/480) and n (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 2" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 2" o/c unless detailed otherwise. • A structural analysis of the deck has not been performed. • 0enectlon analysis Is based on composite acUon with a single layer of 19/32" Panel (20" Span Rating) l!iat Is nailed down. • Additional conslderaUons for the TJ-Pro'" Rating Include: None ,,, .. '·, ·,_,:' •:M"-', :, , ,: Bearing Length ,•,,: Loads toS~11ports (lbs~ ' .--~:,. ~ ~,.H• ~ __ : __ i.~_~'._~.-: f _ f----,------,-,-----4f---~-cF-.'loo'-'--r-,---'----I, .Supports '. '". _ . , , ··.:,~ 'Total Available Required' Dead· 11 .. _ Total Accessories l • Stud wall -DF J.50" 2.25" 1.75" 219 547 766 l 1/4" Rim Board 2 -Hanger on 11 7 /8' DF ledger J.so· Hanger• 1.75"/·• 220 551 771 See note • • Rim Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. • At hanger supports, the Total Dearing dimension Is equal to the width of the material l!iat Is supporting the hanger • • See Connector grid below for addlUorn,I Information and/or requirements. • 2 Required Bea~ng Length/ Required Bearing Lengl!i with Web Stiffeners ·connector:·s1moson Strona·Tle Connectors·· .• .. ' :!-: ...... .... •. ' + 0 PASSED System : Floor Member Type : Joist Building Use : Resldentlal Building Code: me 2015 Design Methodology : ASO ,i0 • Support,.' .;~; \ }>; ~.·,· \.:· I. Model .. .. • I Seat Lengtti I"·:-:;_,. Top Nall.• . . 1 • Face Nalls I Member Nalls I Accessories ,, 2 -Top Mount Hanger I Connector not found T N/A I N/A I N/A I N/A ,(• ..... ~ Dead Floor Live Loa'ds·•-.:.' ,,..•,1-t~; Spacing • (0,90) (1.00) Comments 1 -Unlfoon (PSF) 0 to 20' 7" 16" 16,0 40.0 Residential • UVlng ·w eierhaeuser Notes''<, . • ' Weyerhaeuser warrants that the sizing or Its products will be In accordance with Weyertiaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the sonware. use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocklng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser faclllUes are third-party certified to sustainable forestry standards. Weyertiaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluatlon reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator I ~ SUSTAINABLE FORESTll"I' INlllATIVE Forte Software Operator James Casey Wynn Engineering Job Notes 3/25/2019 4:20:47 PM Forte v5.4, Design Engine: V7.1.1.3 FJ.4/e (760) 7 49-8722 James@wynnengineering.com Page 1 of 1 Project Title: Engineer: Project ID: Project Descr: Descri tion : Vertical Design -2nd Floor Wood Beam Design: DJ Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 2x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psi Eminbend -xx BEAM Size : Applied Loads Unif Load: D = 0.0220, L = 0.080 k/ft, Trib= 1.0 ft Design Summary 1,600.0 ksl 580.0ksi Density 31.21 o pcf Max fb/Fb Ratio = 0.285 • 1 ------------------------ fb : Actual : 323. 70 psf at 2.000 ft in Span # 1 . . ~ - Fb : Allowable : 1,135.52 psi Load Comb : +D+L +H Max fv/FvRatio = 0.159 : 1 fv : Actual : 28.68 psi at Fv : Allowable : 180.00 psi 0.000 ft in Span# 1 Load Comb : +D+L +H Max Reactions (k) Q L Lr 'ti. .E Jj Left Support 0.04 0.16 Right Support 0.04 0.16 Wood Beam Design : B1 ax e ect,ons Transient Downward Ratio 4.0 ft 0.014 in 3447 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: ~ • ...., Total Downward Ratio 0.018 In 2704 LC: +D+L+H Total Upward 0.000 In Ratio 9999 LC: • Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb -Compr 1,000.0 psi Fe -Perp 625.0 psi Fl 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.3110, L = 0.440 k/ft, Trib= 1.0 ft 1,700.0 ksi 620.0 ksi Density 31 .210pcf Design Summary Max fb/Fb Ratio = fb : Actual : 0.942; 1 1,116.26 psi at 1,185.41 psi +D+L+H ------------ Fb : Allowable : load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.533: 1 95.88 psi at 180.00 psi +D+L+H Q L. br 1.11 1.54 1.11 1.54 3.500 ti in Span# 1 6.230 ft in Span # 1 'ti. - !:! Max e ect1ons Transient Downward 7.0 ft 0.061 in Ratio 1379 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.105 in 800 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design: 82 Calculatlons per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Fb -Tension Fb -Compr Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 580.0ksi Density 31.210 pcf 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Emlnbend -xx Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.0320, L = 0.080 k/ft, Trib= 1.0 ft Point: 0 = 0.710, Lr= 0.780 k@ 1.0 ft Point: 0 = 0.60, Lr= 0.660 k @ 1.0 ft Point: 0=1.130, L=2.60k@2.50ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.955; 1 1,259.85 psi at 1,319.21 psi +D+L+H 5.800 ft in Span# 1 Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.788: 1 133.94 psi at 170.00 psi +D+L+H Q !. Lr 2.69 3.08 1.37 0.66 1.13 0.07 0.000 ft in Span# 1 .s f ti D(0.03201(0.0BO) 6x12 20.0 ft ax De ect1ons Transient Downward 0.511 in 469 LC: L Only Ratio Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.820 in 292 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: l Wood Beam Design : 83 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31.210 pcf Fb -Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: 0 = 0.0320, L = 0.080 k/fl, Trib= 1.0 ft Point: 0 = 0.710, Lr= 0.780 k@ 1.0 ft Point: 0=1.130, L=2.60k@ 2.50ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.923 • 1 1,217.95psf at 1,319.21 psi +D+L+H 6.000 ft in Span# 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.708 : 1 120.43 psi at 170.00 psi +D+L+H Q L !.r 2.12 3.08 0.74 0.63 1.13 0.04 0.000 ft in Span # 1 .s 'Ji. f D(0.03202 L(0.080) ------------------------ ti . . ~ ·-. ···-·- ax e lect,ons 6x12 20.0 ft Transient Downward 0.511 in Total Downward 0.796 in 301 Ratio 469 Ratio LC: L Only LC:+D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Wood Beam Design : 84 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 7x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fe• Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1750, L = 0.150 k/ft, 0.0 ft to 3.50 ft, Trib= 1.0 ft Unit Load: D = 0.040, L = 0.150 k/ft, 3.50 to 20.0 fl, Trib= 1.0 ft Point: 0=2.410, Lr =1.860, E==6.124k @3.50ft Point: D = 2.410, Lr = 1.860 k@ 19.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: 0.681 • 1 3,060.40 psf at 3.533 ft In Span# 1 4,493.76 psi +1.111D+1 .750E+H 0.474: 1 219.92 psi at 0.000 ft In Span# 1 464.00 psi +1.1110+1 . 750E+H Q .L J.r .s Max Reactions (k) Left Support 3.20 1.50 1.63 E 5.05 1.07 Righi Support 3.41 1.50 2.09 Wood Beam Design : 85 o~'\C!O.'"' 7x11.875 1:1 20.0 ft ax e ect1ons Transient Downward 0.467 in 513 LC: E Only Ratio Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.826 in Ratio 290 ►0. 750L +0. 750S+0.5250E Total Upward Ratio 0.000 in 9999 LC: 1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension 1,000.0psi Fc-Prll 1,500.0psl Fv 180.0psl Ebend-xx Fb -Compr 1,000.0 psi Fe• Perp 625.0 psi Ft 675.0 psi Eminbend • xx 1,700.0 ksi 620.0ksl Density 31 .210pcf Applied Loads Beam self weigh! calculated and added to loads Unit Load: D = 0.170, Lr : 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.078 ; 1 127.23 psi at 1,620.88 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.071 : 1 15.94 psi at 225.00 psi +D+Lr+H Q !. 0.17 0.17 J.r 0.20 0.20 1.000 ft in Span# 1 0.000 ft in Span# 1 .s 1/i. 1:1 • I .. f ---------------- ' •. M. ------.., ax De lect1ons Transient Downward 2.0 n 0.001 in Ratio 9999 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.002 in 9999 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Proiect Descr: Wood Beam Design : B6 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir• Larch Wood Grade : No.1 Fb. Tension 1,000.0 psi Fe• Prll 1,500.0 psi Fv 180.0 psi Ebend-xx Fb. Compr 1,000.0 psi Fe. Perp 625.0 psi Ft 675.0 psi Eminbend • xx 1,700.0ksi 620.0ksi Density 31.210 pcf Applied Loads Beam self weight calculated and added to loads UnifLoad: D=0.1110, Lr=0.060klft, Trib= 1.0ft Point: D = 0.170, Lr = 0.20 k @ 8.250 ft Design Summary Max fb/Fb Ratio = fb : Actual: 0.965 ; 1 1,241.16 PSI at 1,286.66 psi +D+Lr+H 8.250 ft in Span # 1 Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.254: 1 57.08 psi at 225.00 psi +D+Lr+H .Q .l. 1.07 1.07 Lr 0.60 0.60 Wood Beam Design : B7 0.000 ft in Span# 1 f ~ 4x12 tl ax e lect1ons Transient Downward Ratio 16.50 ft 0.189 in 1050 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.512 in 387 LC: +D+Lr+H 0.000 in 9999 LC: Ratio Total Upward Ratio Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb . Tension 2,900.0 psi Fe• Prll 2,900.0 psi Fv 290.0 psi Ebend• xx 2,000.0 ksi Density 45.070pcf Fb . Compr 2,900.0 psi Fe• Perp 625.0 psi Ft 2,025.0 psi Eminbend • xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.040, L = 0.150 klft, Trib= 1.0 ft Point: D = 0.350, Lr = 0.40 k @ 10.0 ft Point: D = 0.560, Lr = 0.60 k @ 10.0 ft Point: D = 0.170, Lr = 0.20 k@ 10.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.612 • 1 1,714.72psf at 10.000ft in Span#1 2,801.10 psi Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+L+H 0.213 : 1 61. 72 psi at 19.067 ft in Span # 1 290.00 psi +D+L+H .Q .b Lr 'i:i. f 1.12 1.50 0.60 1.12 1.50 0.60 tl 0(0.040) L(0.150) Ratio 5.25x11.25 20.0 ft 0.436 In 550 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.957 in Ratio 250 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Pro1ect Descr: Wood Beam Design: H1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir• Larch Wood Grade : No.1 Fb -Tension 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 31 .210 pcf Fb. Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend • xx 580.0 ksl Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2120, Lr= 0.080 k/ft, Trib= 1.0 ft Point: D = 1.330, Lr= 1.340 k @ 1.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.857; 1 1,446.17 psi at 1,687.50 psi +D+Lr+H 1.500 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.541 : 1 114.91 psi at 212.50 psi +D+Lr+H Q L 1.38 0.94 I.! 1.07 0.63 Wood Beam Design : H2 BEAM Size : 0.000 ft in Span# 1 Y:J. .E !:!. ~ 6x6 ax e ectIons Transient Downward 4.50 fl 0.037 in Ratio 1451 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio 0.085 in 637 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb -Tension 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx Fb -Compr 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx 1,600.0ksi 580.0 ksi Density 31.210 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4420, Lr= 0.120, L = 0.40 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.306 ; 1 fb : Actual : 413.12 psi at Fb : Allowable : 1,350.00 psi 1.500 ft in Span # 1 Load Comb: +D+L+H Max fv/FvRatio = 0.260 : 1 fv :Actual: 44.18psi at Fv: Allowable : 170.00 psi 2.550 ft in Span # 1 Load Comb: +D+L+H Max Reactions (k) Q L !.r Y:J. .E J:i Left Support 0.67 0.60 0.18 Right Support 0.67 0.60 0.18 -----■,;1 di i ' .,t I, ,t ,, I ----- " --: , • r • ""~~ ' ... .~ ax e ecllons Transient Downward a.o 3.0 ft 0.006 In Ratio 5993 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: , d Total Downward Ratio 0.013 in 2825 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: Project Title: Engineer: Project ID: Project Descr: . ~ . rmu1nc,tts!) C:cm!.tal .~r111 ~;w.1 • • ~C/4:¢.:g;'.~~ja.~~Pi B.iiOitUll.~~ ·;. Wood Beam Design : H3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb-Compr 1,000.0 psi Fe -Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,000.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2120, L = 0.080 k/ft, Trib= 1.0 ft Point: D = 2.7 40, Lr= 2.750 k @ 1.50 ft Point: D = 1.420, Lr= 1.550 k @ 1.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.960; 1 1,432.47 psi at 1,491.45 psi +D+Lr+H 1.503 ft in Span # 1 Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.978 : 1 219.94 psi at 225.00 psi +D+Lr+H Q !. !.r 2.19 0.11 1.95 2.57 0.11 2.35 1.980 ft in Span# 1 YY.. f jj ax eflecttons Transient Downward Ratio 0.008in 4047 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: 1,700.0 ksi 620.0 ksl Density 31 .210 pcf Total Downward Ratio 0.017 in 1968 LC: +D+Lr+H Total Upward 0.000 in Ratio 9999 LC: Wood Beam Design: B8 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb -Tension Fb • Compr Applied Loads 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Beam self weight calculated and added to loads Unif Load: D = 0.160, L = 0.40 k/ft, Trib= 1.0 ft 1,600.0 ksi 580.0 ksi Density 31.210 pcf Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : 0.900; 1 1,199.67 psi at 1,332.28 psi +D+L+H 6.500 ft in Span# 1 -6x12 Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Righi Support 0.444 : 1 75.47 psi at 170.00 psi +D+L+H Q l, 1.13 2.60 1.13 2.60 .br 0.000 ft in Span# 1 Y:i. f .1:1 13.0 ft ax e ect1ons Transient Downward 0.232 in 673 LC: L Only 0.000 In 9999 LC : Ratio Transient Upward Ratio Total Downward Ratio 0.332 in 469 Total Upward Ratio LC: +D+L+H 0.000 in 9999 LC: I -- k . • k . . k . . .! "I . -, . ., JOB: _ _._1~9~-:;S:;:2_!_\ (...!_ _______ _ SHEET NO , /J ·1..-.. ...2 OF: -----~ CALCULATED BY: :ff'C.... DATE; __ 3.J..J{t.J.q __ _ CHECKED BY: -----DATE:--_ SCALE: hJf? LL= ___!iQ_pst Wd = l(o(i;:) t 16lt€:'.>J =-;oz. ~/.Q--} WI= J10('Q :;::: <cX) ~/Q->.- 1-{ 7.:(, i) i..-:::. z., I ct~ l-. \_..-;;.Q. l \ ~ 12,U..-=--uv;"' \-P>~·• PL.,,__z_,C:,7~ L\---=O,\t);, "R\...\..., z.~<;\c- USE-7'1-\0 '?~\_ Wd= WI= USE- Wd • ------ WI= ------ USE - Wd = ------ w, .. ------ USE - Project Title: Engineer: Project ID: Project Descr: M~11J~l~:$1mple,:se,a~, , _ ...... ', Descri lion : Vertical Desi n -1st Floor Wood Beam Design : FB1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 7x16, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Trus Joist Wood Grade : Parallam PSL 2.0E Fb -Tension 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Fb. Compr 2,900.0 psi Fe• Perp 625.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Density 45.070 pct Applied Loads Beam self weighl calculated and added lo loads Unit Load: D = 0.3020, L = 0.080 k/ft, Trib= 1.0 ft Poinl: 0=2.190, Lr=1 .950, L=0.110k@7.0 fl Point: D = 2.570, Lr= 2.350, L = 0.110, E = 8.717 k@ 10.0 ft Poinl: E = -6.130 k@ 15.0 fl Design Summary Max fb/Fb Ratio = 0.830 • 1 fb: Actual : 3,654.47 psi at 10.000 ft in Span# 1 Fb : Allowable : 4,401.33 psi Load Comb : +1 .111D+1 .750E+H Max fv/FvRatio = 0.417 : 1 fv : Actual: 193.32 psi at 14.933 ft in Span# 1 Fv : Allowable : 464.00 psi Load Comb : +1.111D+1.750E+H Max Reactions (k) Q !, J.r .S. Left Support 6.08 0.93 2.44 Righi Support 5.42 0.89 1.86 ':l1. f 2.83 -0.24 ~ 7x16 tl ax e lect1ons Transient Downward Ratio 20.0 ft 0.275in 871 LC: E Only Transient Upward 0.000 In Ratio 9999 LC: Total Downward Ratio 0.774 in 309 Total Upward Ratio LC: +D+Lr+H 0.000 In 9999 LC: JOB, __ ..i......;9_,,_-_C.,....:....:.._1 _L,_ ____________ _ SHEETNQ, ___ :>:...__Y-"-------OF· ______ _ CALCUU\TED ev _ _..,,_JwPc......:,C ____ OATE __ ,-"{....,-z.,:::.o=--- CHECKEDBY ________ DATE ______ _ 7~ ,-/ H A ,v <oe: R 1)E., S t Co ~S 12._oo ~ ·,. ( \-\ ~ '\. ~~ '\Z~ \ k (_-i") '\Z ~S •. \. C\ ( -,c:. R % -z... -\ tZ ~ 3> .. , 1? I <-l ~\C. R12.:,4 ·, 0 . <-{ e:,""" 12.~t..l. -!t R'fs~--I .03~ ~~G:::, ·, (, l-{ q ~ 1'? '° 'R_r.2"""7 ' •.. ?,_ ,7 __ <;_· ~ , . ~-9-4,:,> \-I.;) / , R~ 7 •. \ . ?_to-<- i2-.69> • .. D , '?7 K R~C\ ·, -Z ,_(pr',:::. ~'o\ b ·, __ l I \.l?. ~ 'K~\\', ~.-z._,r- z._t-!>"'.:::, l=LDDR:.. 0-\-::>C\_~~ 'oq, •. ~ .7~ ~ '6.,· '.· .. 'Z. (;:,_S,""" .. 1:,z..,·. '":,,:--77 ~/ l ,,q~ f.,::Z.,', C;:,,'t"'-/ \,7~)' 1oi.+ ', &, I °?'~ \.( 'D<";, ', 0/3-7 t< . '6 '=, ·, \ , Co 7 \:= 1o 1 -t R "'3 L-\ -'I'. «. ~ ~ ~, <-{ . l. 'o 't< \-\ \ .. , -z ,'-{ C:, "" H-Z. .. ~ l_,i~~ 1--\-:t>: '1,l'-1.K/ t../,'(1..,y 1 ~ r ~ 1-.0 DR ·, (.r\ ..,.__ ce::»~ ~ . . :y~) •• I --Z . '2-'2:> ~- ~ : '--{ "-'-\ , .. t.f 1-__ (p . ,.. ""D'6 '-s ,0 ~ , : 4 K '-{_ , : "D~ \--~ .;T\)'b . ·, '-:f-.w. .. '.t .. • .... ~ : 1::>~ ~ ~'{-)°ti , "_ v1s L s-rbu , : 1) '8 L 'Si\)~ .. , ., : .1>~.\.:-. -~ -i::\>.:r::>. . , : D1?:,\.-':::.,0u :: • . ' \,--\ \J --r~ / , I ' • ··•• .... ~ • ' f} • ' .... :I : .... ····~--···.... ~ ., •...... ·•• 8 • p~ L ~'!2>'0. : . -t ..... ' . ··•· . . . ... l" .................. :·••··--· , ....... ,. , ·, -~' ~'-\ I 'D:i3L 'STO"D ; , . -4 -1: '--I_ l "> ')'6 \.... <:, ,1..> 1S • :··· 5 .. t-( K (.o . .. -~. 'J-\L)_C, .: . ~ ~ b'&\... ~~~YD • ,. t...{ ><-..'-{ , ~ "D ~ t--'S'lOD , : t:>~ l-stub .... : , ; '--(X-L{ I'-{)(.."° -~-· ......... , ....... " n DAIVW lf':T ?n7 Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Basement Wall Ledger I Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Ledger Width Ledger Depth Ledger Wood Species G : Specific Gravity Bolt Diameter Bolt Spacing Cm -Wet Service Factor Ct -Temperature Factor Cg -Group Action Factor C /\-Geometry Factor 3.50 in 7.250 in Douglas Fir-Larch 0.5 5/8' in 12.0 in 1.0 1.0 1.0 1.0 Design Method: ASD (using Service Load Combinations Wood Stress Grade : Douglas Fir -Larch, No.1 Fb Allow 1,000.0 psi Fv Allow 180.0 psi Fyb : Boll Bending Yield 45,000 psi Concrete as Main Supporting Member ---------- Using 6' anchor embedmenl length in equations. Using dowel bearing strength fixed at 7.5 ksi per NOS Table 11 E iliiiiiiiii Analytical model actually uses 100 spans to ensure that al possible combinations of boh location and point load location are evaluated. Final results are an envelope solution. Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load ... 160.0 pit pit 400.0 plf plf pit pit Point Load ... lbs lbs lbs lbs lbs lbs Spacing in Offset in Horizontal Shear lbs lbs lbs lbs lbs 200.0 lbs pit lbs lbs Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Basement Wall Ledger _D_E_SI_G_N_S_U_M_M_A_R_Y ____________________________ __,-•H1H,1•1MIIII__ Maximum Ledger Bending Load Combination ... Moment fb : Actual Stress Fb : Allowable Stress Stress Ratio Maximum Ledger Shear Load Combination ... Shear fv : Actual Stress Fv : Allowable Stress Stress Ratio +D-t-l.+H 46.667 ft-lb 18.264 psi 1,000.0 psi 0.01826 :1 +D-t-l.+H 280.002 lbs 33.104 psi 120.0 psi 0.2759 :1 Maximum Bolt Bearing Summary Load Combination ... Max. Vertical Load Bolt Allow Vertical Load Max. Horizontal Load Bolt Allow Horizontal Load Angle of Resultant Diagonal Component Allow Diagonal Bolt Force Stress Ratio, Wood @ Bolt +D-t-l.+H 560.0 lbs 726.32 lbs 0.0 lbs 1,197.18 lbs 90.0 deg 560.0 lbs 726.32 lbs 0.7710 :1 Dowel Bearing Strengths (for specific gravity & bolt diameter) Ledger, Perp to Grain 7,500.0 ksi Ledger, Parallel to Grain 7,500.0 ksi Supporting Member, Perp to Grain 2,800.0 ksi Supporting Member, Parallel to Grain 5,600.0 ksi Allowable Bolt Capacity Note ! Refer to NOS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination ... +D+L+H Resutant Load Angle : Theta= 90.0 deg Ktheta = 1.250 Fe theta = 726.32 Bolt CaQacity -Load PerQendicular to Grain Bolt Caiiacity -Load Parallel to Grain Fem 7,500.0 Fes 2,800.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.679 Rt 1.714 Re 1.339 Rt 1.714 k1 1.243 k2 1.763 k3 0.8285 k1 0.7353 k2 1.20 k3 0.9797 Im :Eq11.3-1 Rd= 5.0 Z= 0.0 lbs Im : Eq 11.3-1 Rd= 4.0 Z= O.Olbs Is : Eq 11.3-2 Rd= 5.0 Z= 1,225.0 lbs Is : Eq 11.3-2 Rd= 4.0 Z= 3,062.50 lbs II : Eq 11.3-3 Rd= 4.50 Z= 1,692.19 lbs II : Eq 11.3-3 Rd= 3.60 Z= 2,502.01 lbs lllm : Eq 11.3-4 Rd = 4.0 Z= 1,949.73 lbs lllm : Eq 11.3-4 Rd= 3.20 Z= 2,866.15 lbs Ills : Eq 11.3-5 Rd= 4.0 Z= 726.32 lbs Ills :Eq11.3-5 Rd= 3.20 Z= 1,504.20 lbs IV : Eq 11.3-6 Rd= 4.0 Z= 763.75 lbs IV : Eq 11.3-6 Rd= 3.20 Z= 1,197.18 lbs Zmin : Basic Design Value = 726.32 lbs Zmin : Basic Design Value = 1,197.18 lbs Reference design value • Perpendicular to Grain : Reference design value • Parallel to Grain : z • CM • co· Ct • Cg • Cdelta = 726.32 lbs Z • CM • co• Ct • Cg • Cdelta = 1,197.18 lbs Joa _ _._,~q--s~17,___ _______ _ SHEETNQ. ___ ~_;;._7,__ ___ _ OF CALCULATEDBY ctPc DATE "3/1 q CHECKED BY _______ _ DATE SCALE _ __c_N-'--/''-":)......_ _______ _ ,o I ; .- • 'Rec->;::-i-e \J e;., L.. -/,._ t ,0 e: '-{ - .'Ft..ooR t...eve: 1._-L1 r--.1. E: z..- c_ H E:GK 15 t:A:K I 0Cc, -r::-C......L ~ 7 c5 D 'P~ '1 J l ,; J ' l l ' . A-R.edb -::: +=-/r=--'-.l.-:;; 71e,2. ~ 17 '8b ·#::;,~-z--I (:i,<.,,,c;S_ l "z ' • ' ' J ·········• ,. ..••..... u use: -:s·, <o 11 )( ~-S '\<. t., ' '5tAR. ''-2:l(e, -PL,.J'T-T£. 1r·~ /"h~,~-z.; c__H€CK -n-l \C'..JCf'-.)€:."S<:;,, -VL. i U c..._ C 1/.,., // ~ ·C: .:;,c...., '-' TH. l Li-"'-r ~, c..., •• ' ......... i .... . .• ; JOB /q-5 Jr SHEETNO. ___ ~:__l{) _____ OF ______ _ CALCULATED BY JP(__. DATE __ 3J.-i/21-q,..._ __ CHECKEDBV ________ DATE _____ _ SCALE _ _,Nc..=.._,_1__,__ ____________ _ ' : ... ' ... L&.T£Re-.L. -~DEs..vL 0 .:-. Ht<ct\ .. ~a(;)F 1 : ... :.: .... ······••; ········ ........................ ,.. . ........... 8 A Ll:z I $ .,,;..., I C Iv c.,,.../ se:1s M,<!__ ... I . I lo z N-s: . ' • 6 ~ ; s M\ '--. \,0\l'-:-)~ , . vJA ...... f ,l~ 1 i~' 1 ~s'; 1V}'-. : . i~ i ""' c:;,, (_,.J -,,(_"Le -::: : '7'ri. ~/n \-i . '--4' I ' . '--'.' () J. -) . ! \...<..U I~ . j • v+->2..:= s ,7 lei,7~l.e;,o~-=-iioo ,p;I~ ~ I , ··Ji ~·s ·.:7 Ld-."'<~Czi.:\'S-£}q ·r;··~~F :··! ... : ••• .. ·:: .. : 0~ ·-=-r; .-r t....6 .,') (_~ \-:. i-z 1qt.t ~lq \-! • ; ! ! ' . W l 0u: ... ! ... . ....... , .... , . ' .. w ~ --~<-{,~lo.'=>\ L~ "7 ! \ <oS ~/.Qi.' ........ ., ... • ... ) ..... ~----. ·+ .... , ..... a I , ' 17 _;, 7 • i."~ ~ .. I•"'' • • "-\ -ro.-o : l.."') . ·i . ¢~-::. 7l?<D1 + I '?l\Ll. ~to z'I\~ ~ (.N)+~) • • ~-zt '=-r~crqf .. 4 ·q~'\dc-L -.. ·1~2i{:\!'·: .. 64'\t~--s : ! k,~ \::,~~. (N) R 2---::. .1 '320~ ~ -z..~.\ 6 ~t ~ ·3C::,sott-(~':)-tw':): tzi.f ~ ~-;t6~ .. (K:)) •.... , . 3 ... 8 •·"', H•••·• , ... •• o,,.,,_j, 0 •R ••• •••• 8 LINE:_L_ JOB: -~I ~q_-_'o_l '--------- SHEET NO.: ~ OF:------- CALCULATED BY: :;JP L DATE: __ '3.....,./i----'q __ _ CHECKEDBY: ----DATE:----- SCALE: __ J\..J_T'_S-=---------- LATERAL DESIGN -H\ Cq):\ :RDO-Y -d:/ I -1!,._/ v= zooD 10,~~-;:;. l \O ~>,-w .so=, <.::,(1s')(q\(1~.~~) +, l::,(t TJ6i,;~')l'1/~ = 7..:2::,z.c,,• Z:ODD l C\. ~ --z ~ -z. ~ L q. l <..,.') ~ , <o I~ '2.:, \.A.. = JOB: / q -~ \"] . SHEET NO.: «o OF:------- CALCULATED BY: DATE; __ !:>L...1./1_._'\ __ CHECKEDBY: ----DATE:----- SCALE: ----'tv--=--•-'---=S ________ _ LINE: __ v= .6D = U= USE - LINE: __ v= .6D= U= USE- LINE: __ v= 1TII .6D= u~-~ U= USE- Project Information Code: Date: 19-Mar Desi ncr: JPC Cllent: Pro ect: 19-S17 Wall line: ROOF• LINE l Ulfll Lol(fl) L2(fl) Lo2(f0 L3(11' loSUt) L4(fll .Y..!!!l. e: ._l g :;,: 1 ,. 1 '-- ~ J L..,,,11lft) Shear Wall Calculation Variables V 1320lbf Opening l Opening 2 Opening 3 Adi. Factor Method• 2bs/h I L1 2.08ft hal l.SO ft ha2 l .SO ft ha3 1.SOft Wall Pier Asoect Ratio Adi. Faelor L2 2.SOft hol 4.00ft ho2 4.00ft ho3 4.00ft Pl•hol/ll• 1.92 N/A L3 2.83 ft hbl 3.SO ft hb2 3.50 ft hb3 3.50ft P2•ho2/L2• 1.60 N/A L4 2.00 It Lol 4.00 ft Lo2I 4.00111 Lo3I 2.33 rtl P3•ho3/L3= 1.41 N/A hwd 9.00ft P4•ho3/L4• 2.00 N/A L,.,, 19.75 ft l. Hold•down forces: H • Vh.,11/L,,..1, 602 lbf 6, Unit shear beside opening 2. Unit 1hear above+ below oeenln5 Vl • (V/L)(Ll+Tl)/ll • 12S pit First opening: val• vbl • H/(hal+hbl) • 120 pit V2 = (V/L)(T2+L2+T3)/L2 • 17S pit Second opening: va2 • vb2 • H/(ha2+hb2) • 120 pit V3 • IV/L)IT4+L3+T5)/L3 • 149 pit Third opening: va3 • vb3 • H/(ha3+hb3) • 120 pit V4 • (V/L)IT6+L4)/L4 • 99 plf Check Vl 'Ll+V2'L2+V3'L3+V4'L4•V1 1320 lbf OK 3. Total bounda!)'. force above+ bolow oeenln5s First openlnc: 01 • val x (Lol) • 481 lbf 7. Resistance to corner forces Second opening: 02 • vo2 x 1Lo2) • 481 lbf Rl = Vl 'LI• 261 lbf Third opening: 03 • va3 x {Lo3) • 2801bf R2-=: v2•L2 ~ 438 lbf R3 • V3•l3• 423 lbf 4, Corner forces R4 • V4•l4 • 198 lbl Fl • Ol(Ll)/(Ll♦L2) • 219 lbl F2 • Ol(L2)/{Ll♦L2) • 263 lbf 8. Difference corncrforce + resistance F3 = 02(L2)/IL2+L3) • 226 lbf Rl-Fl • 42 lbl F4 • 02{L3)/(L2+L3) • 256 lbf R2-F2-F3 • -SOlbl FS • 03{L3)/(L3+L4) • 164 lbf R3-F4-F5 • 3 lbf F6 = 03{L4)/{L3+L4) • 1161bl R4-F6• 82 lbl 5, Trlbuta!)'. l•n&th of oeenlnss 9. Unit shear In corner zones Tl• {Ll 'Lol)/(Ll+L2) • 1.82 ft vcl • (Rl-Fl)/Ll • 20 pll T2 • (L2'Lol)/(Ll+L2) • 2.18 ft vc2 • (R2-F2-F3)/L2 • -20plf T3 • (L2'Lo2)/IL2+L3) • 1.88 ft vc3 • (R3-F4-FS)/L3 = 1 pit T4 • {L3'Lo2)/(L2+L3) • 2.12 ft vt4 • {R4-F6)/L4 • 41 pit TS• ll3'Lo3)/IL3+L4J • 1.37 ft T6 • {l4'Lo3)/{L3+l4) • 0.96ft APA Obclalmer The iftformorion contoln•dhu•i" /J irtttnd-ttt fot< 1.,u OJ oust>vrrc ro aidltt tht sh,or woll dtJ(gtt boJtd ott APA• T,,_. tttoinurtel Wood Auociorton's ttstirtg Ortd UtowltdQt of woott·/romta shtor wc,11 sysr,:,n aieslpn 11riti1lng r~ fortt ,,arts/tr o,ound optn•nps (1TAOJ mttho,;J6t(l4'1' 1i,1u-.«, APA, nor its mtmbt r tt1ortu/oc111,tr1, mol:t any worrOMY, t,/)(tUttl or impfitrl, or ou1.1mt ony f,:90I l,oOUiry or ttiponsitJiliry for 0'1-t ocr11ro:y, 1.1.st, opplirorlon of, aMJ/or tt/trtr.«. 11, opinions. /inuings. c·i;nctuslo,u, or ruommtnoorions lncl1,uUt1 rn rhis rorcutocor. CoflJWt your tocol junsdlcrk,n or t1tsion proJruionot ro osu,1, complionrt wirtt coot. consrlll!tio". and pt,formonu rtquirtmt,us. euoust APA ttos no cor:rroJ ovtr quolfr,, of M-'OtA.manshlp or tilt conditions unctr ~hftl> tnglnurto VVOlXl prodlKII a~ ustd. it COl'lttor nrctpr ~JPon.JiOi//ry of prodfJcr ptrJouuonct a, Otsig,u as octuollyto1utruc16d. ~10JI APA-THE ENGINU RlO WOOD A.S50<1ATION • AU RIGHTS RtslRV'ED • ANY COPYING. MODIIICATION. OIJ1Rl8UTION. OR OTHER USE OJ THIS PU8llCA110N orHER rHAN AS lXPRlSSlY AUTHORflCD BY APA IS PROHIBntD 8Y THC U.S. COPYRIGHT lAW.S. Rroject Information Code: Dato: 19-Mar Desi ner: JPC Client: Pro ect: 19-517 Wall Line: ROOF-LINE l N .. ; "' ,._ .. ! ! ! ! ! ! ::, ::, ::, ::, --------. ----------Hilb) v_, tl(lb) Check Summary of Shear Value5 for Three Openings Line l: vcl(hal♦hbl)♦Vl(hol)=Hl 101 501 602Ibf Line 2: val(hol+hbl)-vcl(h■l+hbl)-Vl(hol)•0l 602 101 501 0 Line 3: vc2(hal♦hbl)+V2(hol)-val(hol+hbl)•0l -100 701 602 0 Line 4: va2(ha2+hb2)-V2(ho2)-vc2(ha2+hb2)=01 602 701 -100 0 Line 5: va2(ha2♦hb2)-vc3(ha2+hb2)-V3(ho2)=01 602 5 597 0 Line 6: va3(ha3+hb3)-V3(ho3)-vc3(ho3+hb3)=01 602 597 5 0 line 7: v13(ha3+hb3)-vc4(ha3+hb3)-V4(ho3)=01 602 205 396 0 line 8: vc4(ha3+hb3)+V4(ho3)=Hl 205 396 602lbf Design Summary Req. Shnthing Capacity 175 plf 4-Term Deflection I I 3-Term Doflectlonl I Req, Strap Force 263 lbf 4-Term Story Drift %I I 3-Term Story Drift %1 I Roq. HD force (H) 602 lbf Sire Pai• 3 SH P•lt 4 Req, Shear Wall Anchorage Force (vm .. 1 67 plf APA Disclaimer Tl'lt lfl/onnotlon cottrolntd htrtltt Is l111irntJtOJor vst os p rtsouru to old In tht shcor wall dtslgn ba:Srd on APA -TM (ttQir:tirtrtf Wood Auociotlon's 1tu,'110 ond tnowlirdgt of wood•fromrd sti,o, wolf sys um dtlfgn vtilizi,eq the font r,0111/tr orovl\d op111inos (fT/.OJ mtModology. Nrirl'ltf APA, nor iu mtmbrr monvfoctu,rrs, mo~, ony wo,ronty, 11prr11to or imptitd, or ouumt on'l ltQol liobiriry or rirsporu(bilirt for th~ oet~roc'I', uu, opplication of. and/or rtftrtnrt to opinionJ, /inainos, tontluslons. o, recomtnt11dotions rncfucko In this caiculoto,. Consult 'IOU' 10<0I j,mJdfcrion o, or sign profrsslol'IDI ro ou1,1rt romplionu wirh cotk; cor:srr,xctot,, ono p~,tormonu rr411i11m,nu. tltcot1st A/IA hOS no control ewer quoliry of workmanship or rllt tOf'lditions a;ridtr whieh c11gineued worxl pr0d11Cts ort 11siro, 1, col'lnor atctpt rupo,ulbility of prr>dvct ptrfo,moncc or oesi91u ns occvottv conuructird ~10JI A,A -THl CNGINCERCO WOOOASSO(tATION • AU RIGHrs RtslRVlO ·ANY COPYING. MODIFICATION, DIS1RIBUJION, OR OTH£R use OF THtS PUIJUCATION OTHER THANAS lXPRCSSIY AU1HORIZCO 8Y APA IS PROHIB"CO ar tHC u.s. COPYRIGHr LAWS, ·, Z!o .<.J ... s s N-S-; E-w; A I JQB _ __._l_J9.__-_$_._._\7_,__ ___________ _ SHEETNQ, __ t,-\-'--"~-----OF ______ _ CALCULATED BY _ _.::,:r'-?'--""'L<-----DATE __ '3=,/,......,....;4f---- CHECKEDBY ________ DATE _____ _ SCALE __ • L..:N,..___,_T_S_.__ ___________ _ l2J -I S47 l~J LP((£~(.\\.... 1>€-4::>lG:::.~ -L~'> r\....OD.K •••••• 1 ............ •·• , .......... ·•··· ..... o)., .. 1·•··•··••········ . (!, b, ' I (. 4 2 , ~o . I 'S~rSt'Vl\C:_-.: ' WI=.. t,/,~ (0.77) ( \ /o°') --{--(9 ~1~ , • 0-z_ ~ l/, '3 (_c::..'-,'yl z.o':::,-::.: ;& ~ ~!~ 't-: ·! • ' ---.. ~~.::: <1,3cDl,:5(«;3')~·1·q ·o ·""'/~:v ·t·: ..... :.:· '. l,0--\ ~ --;,'l;,(c;-r")_C1~':)+ '{.~(_o,-,_'i._--zc,")-=-: (o:C\·-r~ : • ~ o,'-(s'-·-=-I!<.,,;""-/ .• i y...>c,. 4,';1_,(.,, 'J 1)' , ..... ~; ···; ; .... J --------·-. -• W\ )-.)"t) ', : . ~A·;.. ~Lt. '3 (o,e:,"5L<o's ··t · 1 G.s ·~/~····i-··:--:-:•·•: ..... : : . 4 ; .. J • . ' • • ' ............. ·t ·•·•. , ..... , ..... • ' ✓~ -;;. l·<e.~o:~/1~'-= ,:oY ~/~,,_. '(~-=-7-~io~/z.,r:/":> \\:too/..Q'r '. <'s ... -:: · L.f t;,icb ·~/-; eo' -_;: · 11.)1 *I~,,... · · ·· .. , -· · ·· · .. · ······· ..... • ' ' . • ' . 5 -u s~ ':l✓.1::> 2, -SH,..<'~ µ/ 'C) b . @_ <ol1ol I z 11c c. ; : l)tu'St..C>~'t> . ; n ot'll'\N~N'l7 JOB: _ _,_l__,'\~-__.S,.__,_,7.-L-______ _ SHEET NO.: 0, \,,\ OF; ______ _ CALCULATED BY: ,:Y'f'(__ OATE; __ 3__,/'-'--('j__,____ CHECKEOBY: ----DATE; ____ _ SCALE: N:f~ LATERAL DESIGN -z_r~D fW>oR LINE:~ Jt- 0 BL-t © =C>~ 1 L:J q' LINE: 'B'l LINE:..f:._L ~ U~ l'S.83' -; '5c0 =C>~ I ~ '\' u~ C:,,17' LINE:..(L_ %e:,f F1-e>oR V = ( ,;/'\~ ... t tcoSO")/\'?,£,..;' %'2_, '(~ v;y \t .6D = , c,,(1 <; 'J... 0i')(1 ~ ~~) +, UJCdjU 6. ~)(1 'o/C:)-=--Z ~y C\ 0131 ~~) -"Z.C'..:,.t\ q ( 7, '\ \t;\ -== l S ,<o~ L-l v = ! '°'°o r;4. / t;",~:/0 1 -= z_q 0 -,;¼-/~\ .6D =. G.(ISJ (.q\(f:i1S~ --L./0 1 FF' \ ~~oLq\-'--(t;.f Lz.7't\-=-c;.0BU-. USE -~ DvZ R6 c, :r fl .. DO °tt-. v = ( 11.J; o •, 1 ,.,,,o" )/ r.,,. 1,' = 0 ;s '3/.Q+ ~ .6D =, ~6 ~) (_o.._\ (/o,\t) +, Co(1t..,,~(C.,,,l7)\l'?/t::\-:: IO~Z.. tt- 3~~ lq_~-1<:>3'2.( ~-0 ~-= c'c,,\r u... USE-HD0:{ .6D= USE -t:\:b 0 2- JOB: I q -s \ '7 SHEET NO.: \{ ~ OF: -------- CALCULATED BY: J p C..., DATE: __ !;,.1....1./I-"~--- CHECKEDBY: ----DATE:----- SCALE: ___,_N..;::_T....L...-,;°S::...,__ ________ _ LATERAL DESIGN ____ z._...::._~_"r_W_D_c:i_>R __ LINE:_,_ LINE:--2:__ .6-D I -z tc>B <{ ~IT] I 0 q u~ c;,~:;' LINE: __ = .6 = rJ/r+ U= 'Rco ~ 'f'v::>o"fl- >i I I ' v = ( sC::,3() -f-Lf 3'l o ... ') ll5, ~3 ~ ci-. Gl ~ s4 , r~-'W .60 =, (...(lo')l'l\(',.~s~ -;. -Z'c>7 ,.. v= z. <o ~c.f ( Q...':,;; z..co? (. -Z, C.,,c-~") -::.. ':., 7,~ v\. -ye..,~ l(F!::,70 - u = 47271f USE -f-i'Du 5 / µpQ<o + -Z..02..--\ ~ l.A-B'I°) ' .6D= U= USE - --, . ---. . . -. I Fcrc,1 Trorish.-, ,\10 .. ·~d (J11ei·,·,:u,-; Cn ,·u.ctr.v i APA ,-H:~·.,.1•,1,:. ' -:c , ! , "" • 't, .,_" /~• ,-" •;. _.. • .. l • \ '•./' , • I • , l • • • • • l w-S ~ .. 1') "'I • .,, • p "I • -A , • • ~' •, ~ • ;. • 1 • , ~ J•.-, ,. ,,,,_ ]'\ ,-.li ,er, ,•,11•1 l i•l + _,. -• ,,, ~, .. ,~.,I'< r., • '--, ..-u • '"''It.+ , • --~ V" • ~ -r I' J ~ ' -a" + C :Jc ----------- Project Information Code: Dile: 19-Mor Desi ner: Client: Pro 1ct: Wall line: JPC 19-517 FLOOR· LINE 1 Lllltl lo1Utl Ulftl V(lb) "' J "E J = J ' "E J lw,,(ft) Shear Wall Calculation Variables VI . 2640 lbfl Lll 2.42ft hal L21 3.00ftl hol h.,. 9.00ft hbl Lw., 9.42 ft Lol 1. Hold-down forcos: H • Vhw,,/Lw,, 2. Unit shear above+ below opening First opening: val• vbl • H/(hal♦hbl) = 3. Total boundary force above + below openings First opening: 01 • vol x (Lol) • 4. Comer forces S, Tributary len1th of openings Fl• Ol(L1)/(Ll+L2J • F2 • Ol(L2)/(Ll+L2) • Tl• (Ll 'Lol)/(Ll+L2) • T2 • (L2'Lol)/(Ll+L2) • ~ Opening 1 '1,50ft ., 4.00ft . 3.50ft 4.00ft ._ ___ __, .. ! 2523 lbf sos plf 2019 lbf 901 lbf 1118 lbf 1.78 fl 2.22 fl Adi, F1ctor Method• "2bs/h Wall Pier Asoect Ratio Adi. Factor Pl•hol/Ll• 1.66 N/A P2•ho2/L2• 1.33 N/A 6. Unit shear beside opening Vl • fV/L)(Ll+TlJ/Ll • V2 = (V/L)(T2+L2J/L2 • Check Vl 'Ll+V2'L2•V? 7, Resistance to comcrforus Rl •Vl•U ~ R2 • v2•L2 • 8. Difference comu force+ resistance Rl·Fl • R2-F2 = 9. Unit shear In corner tones "' .. ! ! ::, vcl • (R1-F1)/Ll • vc2 • (R2-F2J/L2 • --------~----, H(lb} -• H(lb) Check Summary of Shear Values for One Opening Line 1: vcl(h1l+hbl)+Vl(hol)•H? Line 2: val(hal+hbl)•vcl(hal+hbl)-Vl(hol)=O? Line 3: vc2(hal+hb1J+V2(hol)=H7 Req. Sheathing Capacity Req, Strep force Req. HD Force (HJ Roq. Shear Wall Anchorage force (v_) Design Summary SOS olf 4-Term Defloctlonl 1118 lbf 4-Torm Story Drift"' 2523 lbf Set Paae 2 280 plf v---soc::;, ~/~),; 61R,\--P ~c.Q'D : ll\'0-.,t t-\b "RE:d't> '2.CS'Z ~ ~ -= -\ Ct::, C> 2.. 1,:1 APA 015,clahner 2523 I I -,,. , 574 574 574 w c_c;_,' le:, HDuz.. I 1950 1950 1950 487 plf 487 plf 2640 lbf OK 1178 lbf 1462 lbf 277 lbf 344 lbf USplf llSplf 3-Term Dofloctlonl 3-Torm Story Drift"' (wb0'-\ ~ -,,.J/ f-t'f;,v 2S23 lbf 0 2523 lbf 5H Pase l Tht lf'l/ormorion col'ltoinrd htrfln ,s frtrtrtd~d /or 11st DI o rtsOCJftt ro ofO in tht ,tt,or woll dHit1n bond on At'A -TIit l11g,·n,1rtd Wood Assoc,·orP0tt's ruti110 orid lltowltdat o/wooo•Jrom1d shtor woll syittm d(!f(gn utillting lM font r,ons/11 ortJund o~nlflOI (FTAOJ mtthoooto-;y. Nthlttt .1,PA, Mr iu rntm11,r monvfocturtrs~ mo~ ant wono11ry, t#pr,suo or lmplitd, or ou11mt any ltQOl lloOUlf)' or ,·1,up.)11sibilir1 for tttl!' occ11r,uy, 11u , oppJicot(cm of, and/or rt/tr,nct 10 opinion,. /IMings, conclcnlons, or ,,commtndorion, (11clt1dtO fn Chis colcu,·010,. Co1111J/r your locol Jvrisdicrion or dtlip'1 pioftuior.gl ro auw, t'ompfioMt wi111 coot, cor,1u1.:ccion, on.a ~rtormortt, rtqviflmtnu. Btc:ovst APA hOI no control over qvoliry of wolilnoJ11hlp 0< rile conoirfonJ vnoe, wllicl'i tng{flutitd woOO" pro4ucu art uttd, it COlll'IOt ot:C#pt n1po,u(t>/lit'I of prOC111tt ~rfom,onct or at,igns os ocruouv c:onUnKlfd. e101, A,A-rHt tNGINttRED WOOOASSOCIATION • AU RIGHTS RESERVCD •ANYCO!'YING, MODIFICATION, 01srRt8UTION. OR OtHtR ust OF-THIS Pf.JBUCATIONOTHIR THAN AS £)(PRESSLY AUTHORIZlO 8YA,A IS ,ROHIIJ"lO BY TH( U.S. COPYRIGHT LAWS. I I ESR-2089 Most Widely Accepted and Trusted Page 12 of 50 lr7 TABLE 1.1A-HardyFrame'" INSTALLATION -ON CONCRETE1'2 (CONTINUED) Concrete Seismic Wind Model Net Compressive HD Bolt Dia Applied Allowable Allowable I Height (In) and Axial In-Plano Drill at Ufllfl at In-Plana Drill at Ufllltat Number H (In) Strength re Grade• Load' Shear V 1 V 5(ln.) V '1 (lbs) ShearV 1 v' (In.) V ·' (lb•) (psi) (lbs) (lbs) 1 000 1,310 0.248 19,595 1,310 0.248 19,595 11/8" STD 3,500 1,205 0.229 17,005 1,205 0.229 17,005 2,500 6 500 1,080 0.205 14,325 1,080 0.205 14 325 1,000 1 310 0.250 19 595 1 310 0.250 19 595 1 1/8" HS 3 500 1 205 0.230 17,005 1205 0.230 17,005 6 500 1 080 0.206 14 325 1 080 0.206 14,325 1 000 1475 0.280 21 065 1 495 0.284 21 575 11/8" STD 3500 1 475 0.280 21 065 1,475 0.280 21 075 HFX-12x9 104 1/4 3,000 6,500 1 355 0.257 18,375 1 355 0.257 18.375 1,000 1,575 0.301 23,750 1 575 0.301 23,750 11/8" HS 3,500 1,475 0.282 21,075 1,475 0.282 21,075 6,500 1 355 0.259 18 375 1 355 0.258 18,375 1,000 1,475 0.280 18,515 1,655 0.314 21615 11/8" STD 3,500 1,475 0.280 18,515 1,655 0.314 21,615 4,000 6.500 1,475 0.280 18,515 1,655 0.314 21,620 1,000 1,680 0.321 22,085 2,115 0.404 32,065 11/8" HS 3.500 1 680 0.321 22 085 2.015 0.385 29 275 6 500 1 680 0.321 22 085 1,890 0.361 26,380 1 000 1 815 0.361 21 615 1,815 0.360 21 615 1 1/8" STD 3,500 1,800 0.359 21,380 1,800 0.357 21,380 2,500 6 500 1,760 0.351 20,560 1 760 0.349 20 560 1,000 2,135 0.426 31,340 2,135 0.426 31,340 1 1/8" HS 3 500 2000 0.399 26150 2 000 0.399 26 150 6.500 1,815 0.362 21,625 1,815 0.362 21,625 1,000 1,940 0.387 21,620 1,940 0.385 21,620 11/8" STD 3500 1 940 0.387 21,615 1,940 0.385 21,615 HFX-15x9 104 1/4 3,000 6.500 1,940 0.387 21,620 1,940 0.385 21,620 1,000 2,285 0.456 28,390 2,575 0.513 38,195 11/8" HS 3,500 2,285 0.456 28,390 2,440 0.487 32,600 6,500 2,260 0.451 27,795 2,260 0.451 27,795 1,000 2095 0.418 21 ,615 2095 0.416 21615 11/8" STD 3,500 2 095 0.418 21615 2,095 0,416 21,615 4,000 6,500 2,095 0.418 21 615 2,095 0.416 21,615 1 000 2,285 0.456 24,285 2905 0.579 34 670 1 1 1/8" HS 3,500 2 285 0.456 24 265 2,906 0.579 34,670 I 0 . n . ? n 0A :/ 1000 2 435 0.256 21615 2 435 0.256 21,615 I f ,,., "'" .. ,, .. -,-·--, .. "-,u , ... I 6,500 2,435 0.256 21,615 2,435 0.256 21,620 2,500 1,000 3,310 0.350 39500 3,310 0.350 39500 11/8" HS 3,500 3,140 0.331 33,700 3,140 0.332 33,700 6.500 2 905 0.307 28,745 2,905 0.307 28,745 1,000 2,450 0.258 20405 2,560 0.269 21620 11/8" STD 3,500 2,450 0.258 20,405 2.560 0.269 21,615 HFX-18x9 104 1/4 3,000 6,500 2 450 0.258 20405 2 560 0.269 21 620 1 000 3 760 0.397 40 260 3 915 0.414 44 955 11/8" HS 3500 3,760 0.397 40,260 3,805 0.402 41,385 6 500 3 595 0.379 36,500 3 595 0.380 36 500 1,000 2,450 0.258 19 105 2 715 0.286 21 620 11/8" STD 3.500 2 450 0.258 19,105 2 715 0.286 21,620 4,000 6,500 2450 0.258 19 105 2 715 0,286 21620 1 000 3,760 0.397 32,880 4,210 0.445 38,865 1 1/8" HS 3,500 3,760 0,397 32,880 4,210 0.445 38 865 6 500 3,760 0.397 32880 4,210 0.445 38,865 1,000 3,050 0.304 21,585 3 050 0.304 21,565 11/8" STD 3,500 3020 0.300 21,255 3,020 0.300 21,255 2,500 6,500 3,010 0.299 21,175 3 010 0.299 21175 1 000 4495 0.451 40495 4 660 0.468 44 825 11/8" HS 3 500 4 495 0.451 40495 4,520 0.454 41 070 6,600 4,260 0.428 36,045 4 260 0.428 36 045 1 000 3 155 0.314 21400 3155 0.314 21 400 1 1/8" STD 3 500 3 115 0.310 21,070 3 115 0.310 21,070 104 1/4 3,000 6.500 3.105 0.309 20 965 3105 0.309 20 965 HFX-21x9 1,000 4 495 0.451 34,645 5 270 0.529 46 095 11/8" HS 3,500 4,495 0.451 34,645 5,195 0.522 44,690 6,500 4,495 0.451 34,645 5,080 0.510 42,755 1,000 3,285 0.327 21,220 3,285 0.327 21 220 11/8" STD 3 500 3 240 0.322 20,865 3,240 0.322 20,865 4,000 6 500 3 225 0.321 20770 3 225 0.321 20,770 1,000 4,495 0.451 30,985 5460 0.548 40220 1 1/8" HS 3,500 4,495 0.451 30,985 5,460 0.548 40,220 6,500 4,495 0.451 30,985 5,460 0.548 40,220 JOB-+l -1q~-_S...L.l..\'"7_._ ____________ _ l,('17 SHEETNO. ___ ...::__ _____ OF· ______ _ CALCULATED BY·_~:--1>L!..P..J.r-.<'------DATE __ ,_;l_;1_o __ _ CHECKED BY ________ _ DATE ______ _ SCALE _ _.__N~:f' .... 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', CE:) c..~v F16/ (~':\ PAb' ◊ . • .. ;-us£ w/ v--.Jj v--1 I ... .. ........... . ·. v--1/ JOB _ ___,l'-9_.__-,L5_,1_7..._ ____________ _ SHEET NO. ___ y_:_q_~-----OF· ________ _ CALCULATED BY __ :J:"-'p'--c._cc..-___ _ DATE __ ~...._l.._fq_._ __ _ CHECKED BY _________ _ DATE _______ _ / J ! :l t, • I\ I C: "i I .5 Ji Y b I :i ti 7 A I J. -1 !, G 1 j I l! 3 .! . . z.,->t>; \~T 1<06Y:-"FW::.cR F°I...D(:,~ vJ(\),,;l,,-. , , 'PJ;:, .-=-I, ( 7.'--V-D;i ~ 1~(.'l.0h').., (<,,,(_~t.:.) iT i'~(zo) -:: ei~ o/~ : P \..~ -z_ol Z'-'/C) ":! z, ... f o -.\/1< '°' 1 : "? \.... ~··· 1-r6:(!-C:f0 .. 'r 4 C:,(."'tX:>(7-':) -:=:· .. eas··~/;¢·~• ••••••• , ........ 0 z_,-.,.-o ;::u;:..._ l':>r FLi<. • ' ! -'$/+ (__C') -.:::r C:, ;"5 C>'"R_4{ ~~~ :::.. . I ~ '. i . ' .. 3 ii 'Qi c..P~~-P..~I.~ .... -ST€.M .. ·tf~ @.. 10'1 c,~ V~R-r-(:z.';[~R\:· ~ ......... ,-....... 8 • ' . D ,, ~~ '<G. l~ Q~ HO'R..lt. J'-~'' vv ~: \ 'v I~ Pfi:~ ~ s. . @-.. .11-1.' .. o .c.. ... e:;ljy . w.er.-J ... U0 0 • .rUSE-L-: 0?..:i"°L<.::> ~ ~ • .. i • -~ •• ; I(, . t-0 : R_E.,.,-e::;-.. -"'o M . v .~\;;... <2:> .. c..c> ~ . . .. -;,e, ; ... w/.4~ ... @-. . ,o ;'. oc., ... v.~.~T .L~1 '.~\_,~~ W. / ~ '-\ @...: 1~" 0 C ... fi(?K lt, · . ) -• : \A) I ~'-G I i v0 ~ \ <a'' A ,:::, b • \r0 I i ti:' s @_ • / i I I C> <-1:· 11v w A '1 l • •• : ............ ,11 . 3 • ' ....... " Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Cantilevered Re~aining Wall Project Title: SO Engineer: Project ID: Project Descr: Printed: 20 MAR 2019, 1 :12PM ~517 RANCHO COASTAL-MORNING GLORY\CALCSICURRENT\19-517 Rancho Coastal-Morning Giofy.ec6 . Softwarecopyri ht ENERCALC, INC. 1983-2018, Build:10.18.9.30 . I ,I .• Description : Basement Retaining Wall -8.5 fl Max I Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 8.50 fl 0.00 fl 0.00: 1 0.00 In O.Ofl NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Slidin & Overturnin Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning = Sliding = Slab Resists All Sliding ! Total Bearing Load = .. .resultant ecc. = 824.0 lbs 800.0 lbs 0.0 in 1.80 OK 0.44 OK 4,512 lbs 6.20 in Soll Pressure@ Toe = 1,367 psf OK Soil Pressure @ Heel = 352 psf OK Allowable = 1,500 psf Soll Pressure Less Than Allowable ACIFactored@Toe = 1,746psf ACI Factored@ Heel = 450 psf Fooling Shear @ Toe = 17 .0 psi OK Fooling Shear@ Heel = 6.2 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 2,250.8 lbs less 100% Passive Force 62.5 lbs less 100% Friction Force = • 928.0 lbs Added Force Req'd = 1,260.3 lbs NG .... for 1.5 : 1 Stability = 2,385.7 lbs NG Load Factors Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure = Soil Density, Heel = Soil Density, Toe = 45.0 psf/ft 45.0 psf/fl 100.0 psf/fl 110.00 pcf 110.00 pcf 0.250 Friction Coeff btwn Fig & Soil = Soll height to Ignore for passive pressure = 12.00 in Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7-16 I Lateral Load Applied to Stem I Adjacent Footing Load Lateral Load ... Height to Top ... Height to Bottom Wind on Exposed Stem = I Stem Construction Design Height Above Ftg Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 pit 0.00 fl 0.00 fl 0.0 psi Top Stem StomOK fl= 0.00 = Concrete in= 8.00 = # 5 in= 10.00 = Adjacent Footing Load = 1,000.0 lbs Footing Width = 1.50 fl Eccentricity = 0.00 in Wall to Fig CL Dist = 2.00 fl Fooling Type Line Base Above/Below Soil = 0.0ft at Back of Wall Poisson's Ratio = 0.300 User Spec Design Data ----------------------- fb/FB + fa/Fa Total Force@ Section Moment... .Actual Moment... .. Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing = 0.888 lbs= 2,681.8 fl-I= 7,816.3 fl-I= 8,803.9 psi= 39.7 psi= 82.2 psf = 100.0 in= 5.63 in= 21.36 in= 10.50 in = 10.50 Concrete Data ----------------------- fc Fy psi = psi= 3,000.0 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Cantilevered Retaining Wall Description : Basement Retaining Wall -8.5 ft Max I Footing Dimensions & Strengths Toe Width = 3.75 ft Heel Width = 150 Total Footing Width = 5.25 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft re = 2,500/fesi Footing Concrete ensity Fy = 60,000 psi 150.00 pcf Min. As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Project Title: S \ Engineer: Project ID: Project Descr: Printed: 20 MAR 2019, 1:12PM ~517 RANCHO COASTAL -MORNING GLORY\CALCS\CURRENn19-517 Rancho Coastal· Morning Glory.ec6 . • Software cop right ENERCALC, INC. 1983-2018, Build:10.18.9.30 . I Footing Design Results ill Heel Factored Pressure = 1,746 450 psf Mu': Upward = 0 0 ft-lb Mu' : Downward = 0 483 ft-lb Mu: Design = 7,816 483 ft-lb Actual 1-Way Shear = 16.98 6.24 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@23.00 in, #8@30.50 in, #9@38 Heel: Not req'd, Mu < S" • Fr Key: No key defined Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 2,250.0 3.33 7,500.0 Surcharge over Heel = Toe Active Pressure = -50.6 0.50 -25.3 Surcharge Over Toe = Adjacent Fooling Load = 51.4 6.92 355.8 Added Lateral Load = Load @ Stem Above Soil = Total = 2,250.8 O.T.M. = 7,830.5 Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = 4,511.9 lbs .. ... RESISTING ..... Force Distance Moment lbs ft ft-lb Soil Over Heel = 779.2 4.83 3,766.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 77.5 4.83 374.7 Axial Dead Load on Stem = 824.0 4.08 3,364.7 'Axial Live Load on Stem = 800.0 4.08 3,266.7 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 4.08 3,470.8 Earth @Stem Transitions = Fooling Weight = 1,181.3 2.63 3,100.8 Key Weight = Vert. Component = Total= 3,711.9 lbs R.M. = 14,076.9 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Sliding Restraint #5@12.in @Toe Designer select 8.in Cone w/ #5@ 10.in o/c •· • •· • 2 1/2" • ... .• •· •.·• . • • •• '.• .• ' • 3'-9" 1'-6" #0@18.il1i11 horiz. reinf . .,..1-----------11~,a---....i @ Heel 5'-3" 8'-6" 8'-6" 2" 7 _i 1'-6" Sliding Restraint Pp= 62.5# 352.04psf 1366.Bpsf Adj Ftg Load= 1000.# Ecc.= 0.in from CL 0.in 2250.8# Title Block Line 1 You can change this area using the 'Settings' menu item 'and then using the 'Printing & ' Title Block' selection. Title Block Line 6 Ga.n~ilevered Retaining Wall I ,I Project Title: I' L\ Engineer: ";) Project ID: Project Descr: Printed: 20 MAR 2019, 1:20PM l-517 RANCHO COASTAL· MORNING GLORY\CALCSICURRENn19-517 Raocho Coastal· Morning Glory.ec6 . • Software copyrl ht ENERCALC, INC. 1983-2018, Bulld:10.18.g_30 . Description : Basement Retaining Wall -8.5 ft Max (NO HEEL) I Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 8.50 ft 0.00 ft 0.00 : 1 0.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psi Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Slidi & Overturnin Axial Load A lied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Slab Resists All Sliding I = = Total Bearing Load = .. .resultant ecc. = 824.0 lbs 800.0 lbs 0.0 in 1.54 OK 0.35 OK 3,711 lbs 5.99 in Soil Pressure@ Toe = 1,042 psf OK Soil Pressure @ Heel = 307 psf OK Allowable = 1,500 psf Soll Pressure Less Than Allowable ACI Factored@ Toe = 1,341 psf ACI Factored@ Heel = 395 psf Footing Shear @Toe = 15.8 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding ! Lateral Sliding Force = 2,250.8 lbs less 100% Passive Force 62.5 lbs less 100% Friction Force = • 720.9 lbs Added Force Req'd = 1,460.4 lbs NG ... .for 1.5 : 1 Stability = 2,585.8 lbs NG Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 I Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = 45.0 psf/ft 45.0 psf/ft 100.0 psi/ft 110.00 pct 110.00 pct 0.250 Friction Coeff btwn Fig & Soil = Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7•16 I Lateral Load Applied to Stem I Adjacent Footing Load Lateral Load = ... Height to Top = ... Height to Bottom = Wind on Exposed Stem = I Stem Construction 0esl9n Hel9ht Above FtA Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 plf 0.00 ft 0.00 ft 0.0 psf Top Stem Stem OK ft= 0.00 = Concrete in= 8.00 # 5 in= 10.00 = Adjacent Footing Load = 1,000.0 lbs Footing Width = 1.50 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 2.00 ft Footing Type Line Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio 0.300 User Spec Design Data ----------------------- fb/FB + fa/Fa Total Force @ Section Moment.. .. Actual Moment.. ... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice If above Lap splice if below Hook embed into footing Concrete Data re Fy = 0.888 lbs= 2,681.8 ft-I= 7,816.3 ft-I= 8,803.9 psi= 39.7 psi= 82.2 psf = 100.0 In= 5.63 in= 21.36 in= 10.50 in= 10.50 psi= 3,000.0 psi = Title Block Line 1 You can change this area using the 'Settings' menu item 'and then using the 'Printing & • Title Block' selection. Title Block Line 6 Cantilev'ere~ Retaining.Wall ,., Project Title: , c; Engineer: Project ID: Project Descr: Printed: 20 MAR 2019, 1:28PM 1-517 RANCHO COASTAL · MORNING GLORY\CALCSICURRENn19-517 Rancho Coastal · Morning Glory.ec6 . Software copyri hl ENERCALC, INC. 1983-2018, Bulld:10.18.9.30 . Description : Basement Retaining Wall • 8.5 ft Max (NO HEEL) I Footing Dimensions & Strengths Toe Width = 4.83 ft Heel Width = 062 Total Footing Width = 5.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft f'c = 2 500/lesi Footing Concrete ensity Fy = 60,000 psi 150.00 pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in I Footing Design Results ill !ln! Factored Pressure = 1,341 395 psi Mu': Upward = 0 0 ft-lb Mu' : Downward = 0 0 ft-lb Mu: Design = 7,816 0 ft-lb Actual 1-Way Shear = 15.81 0.00 psi Allow 1-Way Shear = 75.00 0.00 psi Toe Reinforcing Heel Reinforcing Key Reinforcing = # 5@ 12.00 in = None Spec'd = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@23.00 in, #8@30.50 in, #9@38 Heel: Not req'd, Mu < S • Fr Key: No key defined Summa of Overturnin & Reslstin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 2,250.0 3.33 7,500.0 Surcharge over Heel = Toe Active Pressure = -50.6 0.50 -25.3 Surcharge Over Toe = Adjacent Footing Load = 51.4 6.92 355.8 Added Lateral Load = Load @ Stem Above Soil = Total = 2,250.8 O.T.M. = 7,830.5 Resisting/Overturning Ratio = 1.54 Vertical Loads used for Soil Pressure = 3,711.4 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions :: Footing Weight = Key Weight = Vert. Component = .. ... RESISTING ..... Force Distance Moment lbs ft ft-lb 824.0 800.0 850.0 1,237.4 5.50 5.17 5.17 5.17 2.75 4,257.1 4,133.1 4,391.4 3,402.7 Total= 2,911.4 lbs R.M.= 12,051.2 • Axial live load NOT included in total displayed, o[ used for overturning resistance, but is included for soil pressure calcu ation. .. Sliding Restraint #5@12.in @Toe Designer select 8.in Cone w/ #5@ 1 O.in o/c • • ..• • •· 4~1~ ~ #0@18.il)11 horiz. reinf. i.....1--------------~~~ @Heel 5'-6" 2 1/2" 8'-6" 8'-6" 2" 1'-6" Sliding Restraint Ill 307.44psf 1042.2psf 2250.8# Adj Fig Load = 1000.# Ecc.= 0.in from CL 0.in . --. '·· . ,-1-I I -.::J ' ' I I )_;_, j 1 t ,- 1 _q ·-· · 1--1 • -· ·:. . ,-1· :Lcr :-1'·~:+ ---~4'-----= --·_ t·.:.. , .... t·f • ···-. _:. -d -1-rH ,-_1_. t. -,_ • , 1 •• ' --• • • -• • -• • --,- 1 , l 7 l C/-. · ---· -·=t-· D .. , r1-~--L --•.• ----· , .L ~ L, , ... --1-• ,_ _ •• -· -·-I--· ----__ :r ,_I_ ! l _i-··--+ ,--,,' i-1-I 1--l-l •• -_, _I ·_:_1_ -,+-• --· -' -,-• • -1---l L ' _J L I -< • ---. . J -f ---. I I ,-1--11 I t -. --. . 1· '·-' __ 1 __ J l • • ,--1 I L I --• • ---· -·-• -• --• • •• --. I . --I' .. -~~--, --l--. . ___ l_l_i I i-'-I_,_, L--.---I ,_ -· --·· ---. . .· ,--. -I l . I I t I --•··-.. ' • • • T I --: ' --t I -r.::.-. ----l I } • r • ' I ' • I ••• --• --= ---·--. • -' I -• -! 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The City will not issue any building permit without a completed school fee form. Project# & Name : DEV2020-0125, FUKUDA RESIDENCE Permit #: CBR2020-0608 ------------------ Project Address: 2726 MORNING GLORY LN Assessor's Parcel #: 1561203400 ------------------ Project Applicant: TRUST FUKUDA LIVING TRUST (Owner Name) Residential Square Feet: New/Additions: 1,236 --------------------- Second Dwelling Unit: ------------------ Commercial Square Feet: New/Additions: ------------------ City Certification: City of Carlsbad Building Division Date: 07/19/2022 Certification of ApplicanVOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x11 66 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official:·V,o, P.:i....,.,,,,~o. CJ,._ll .,.;,L, ~QQ . (_ ( . 0\...1 Y\~~!~ Title: S \,l p D 'it , v\ ~cbe--::b .:k::: Date: 1 -J <t -~a~ , CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: 6225 EL CAMINO REAL Phone1 lt;o 33/ -~M CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. f. f?L--L. '::I.. r::-u ~ t? A OWNER(S)/OWNER1S AGENT NAME (PRINT) d OERS/ORAGENTNAME (SIGNATURE) E-29 7/Lq/:;.y DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP ,..., ,,_ ,,... .·-1 ~ ' I....J·· ll< -:.• ( _,,i.. [_" ( .(,,,,. BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: C: C: 0 ..... ..... 0 0 :;:; C: C: "C :;:; :;:; CTI C Q) "C Q) "C rn C: u u C: C: CTI E C: E C: ..... C ..... ::, ::, 0 'o ·;:: 0. C C C E Q) ... ... :;:; ... ·3 Q) :::E -c, rn CTI ... ..... ..... C: '->.. CTI CTI C: Q) ... C: Q) C: rn rn rn C ·;:: C" ... C C: Cc, 0. Q) ·a ·;:: -c: rn C: ;:,, ... w Q) 0 Best Management Practice* <Id C: C CD ... 0 Q) 0 ... (.!) Q) ;:,, C: :;:; :c rn ~ rn ~ Q) Q) ..... Q) C ..... C: E C C: u ... <.) rn j "C Q) rn :::E C: Q) C: (BMP) Description ➔ rn u Q) (/) ·5 rn CTI Q) CTI CD ·c c: CTI C: -c, rn C: 0 Q) ..... Q) Q) :::::, Q) :5 ~ Q) ..... C C ~ C: ... 0 -o w "C >, o rn C: C: 0 ;:,, ~E :;:; ... u C: 0 0 CD (/) ·-CTI 0--Q)'-. u Q) Co CTI Q) Q) :::E 0 CTI 0 C: Q) a:: E C ..... N rn ~c en:;:; Q) c Q) c ·a .__ 3: Q) X Q) E~ u ~.!::: a.. 0 Q) C E ~ Q) ..... ::, ..0 = g.i =~ '-:;:; :a ·-CTI ·;:: CTI "C ..c C: Q) LL. ... Q) ::, ·--c, C: C u C: ... 0 ~ ... "C 0 ..... 0 -+-'•-a, 'c u Q) ;:,, Q) u "C ........ ..0 ... ..0 C Q) u ·-... C •-C Q) ... Q) u _ ..... 0 ._ C 0 1 ..... Q) C C: 00 C CTI .Bo _. C ~g ..... .s:: Q) ..... 0 ..... 0 = C: ·-C: Q) 0 C ._ Q) ..c ..0 ... _t; C C ........ en C: 0 ... 0 ~u c...., C ..... 0. 0 oo C,!) 3: WO <n' vi (/) u ~ (.!) (/)> (/) (/) a.. (/) a:: 3: a.. a...o a.. :::E (/) :::E (/) (/) <.) (/) :::E CASQA Designation ➔ r---co 0) ..-I"') v IO r---co 0 N I"') r---co ..-N I"') v IO 'i" ..-co ..-..-..- I I . I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ I:!= (/) (/) (/) (/) :::E :::E :::E :::E :::E Construction Activity w w w w (/) (/) (/) (/) (/) (/) (/) (/) z z z z 3: 3: 3: 3: 3: V Gradina/Soil Disturbance ✓ ✓ v' V Trenchina/Excavation I ✓ V V Stockoilina ✓ Drillina /Borina V Concrete/Asphalt Sawcuttina I ✓ V Concrete Flatwork ' 7 V I Pavina t/ Conduit/Pioe Installation I ✓ r/ V Stucco/Mortar Work ✓ Waste Disoosal V Staaina/Lav Down Area I V ✓ Eauioment Maintenance and Fuelina I Hazardous Substance Use/Storaqe Dewaterina Site Access Across Dirt I Other (list): I Instruction s: . 1. Check the box to the left of all applicable construction activity (first col umn) expected to occur during construction. 2. Located along the top of the BMP Table is a list of1 BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construqtion from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: J.7J.f,., p.,..o~tNG-b-1-D/!.'1 L-N, Assessor's Parcel Number: /'6 <Pi J..0 3'-f-t> 0 Emergency Contact: Name: fC-EL-v./ Fu LL.t..-t O A 24 Hour Phone: ( 7 v,O) e; 3 ~ •• ,}-fo<P ~ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM r){J LOW Q) ..... rn C 3: ..... C: rn Q> ::, E 0 Q) "C CTI 6 0 N C: cc :r::::E co I :::E 3: Q) ..... rn 0-+-' 3: C: Q) Q) E ..... Q) Q) CTI b e C: C: oc U:::E co I :::E 3: v Page 1 of 1 REV 11/17 C cicyof 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. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool _,. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. _,. Details on CAP ordinance requirements are available on the city's website. _,. A CAP Building Plan template (form B-55) shpll 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. f: : ' I I I , , , " • ~ j -' j • -:--"""' . _ . .• . , '"' . . . ._:.. -~ . , , -. ,. . , • . I '. Project Name/Building Permit No.: ___.fv'---'-~-uk---"--'--N_d-'-:~~-~-t,.__.__&-'--M_O_d e_l ___ BP No.: CJ?B ~() -o&,o 8 Property Address/APN: Applicant Name/Co.: 1...12--~ M.,.,--~ IJ 6-lo.,.-'/ L...,,, Applicant Address: Contact Phone: 7<,o -1,;i,+ -tf 7o4 Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature:---%--------------Date: __ ~_-f..:.cl.,:;__-2,,.CJ ___ _ B-50 Page 1 of 6 Revised 08/19 ~ City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ r:;) l.{3: 1 ]-3~, 6_3 Conmuc:llan Type Camplete Mlon(s) Naflal: ~ Residential D New construction Ii] Additions and alterations: D BPV < $60,000 D BPV ~ $60,000 D Electrical service panel upgrade only $ BPV ~ $200,000 D Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions ~ 1,000 square feet D BPV ~ $1,000,000 D ~ 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, 18, 28, 4A 38,4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed 1A,4A* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 28, 38, 48 and 5 18, 5 18, 28, 5 Building alterations of~ 75% existing gross floor area 28,5 18 also applies if BPV ~ $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A ~ Residential addition or alteration ~ $60,000 building pennit valuation. See CMC section 18.30.190. Year Built Single-family Requirements IX Before 1978 Select one: ~ Duct sealing D Attic insulation D Cool roof D 1978 and later Select one: D Lighting package D Water heating Package D Between 1978 and 1991 D 1992 and later □ N/A _________ _ □ Exc:eption: Home energy score~ 7 (attach c:ertification) Multi-family Requirements D Attic insulation Select one: D Duct sealing D Attic insulation D Cool roof Select one: D Lighting package D Water heating package B. D Nonresidential* new construction or alterations ~ $200,000 building permit valuation, or additions~ 1,000 square feel D NIA Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2-Energy Efficiency. A5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water heating (c.omply with California Energy Code section 140.5, as amended) □ N/A _________ _ □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: □ .95 Energy budget □ .90 Energy budget □ N/A A5.211.1 .. □ On-site renewable energy □ N/A A5.211.3** □ Green power (if offered by local utility provider, 50% minimum renewable sources) □ N/A A5.212.1 □ Elevators and escalators □ N/A A5.213.1 □ Steel framing □ N/A • Includes hotels/motels and high-rise residential buildings ** For alterations~ $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: c.omply with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennit 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 = c.onditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc 8. D Nonresidential new construction or alterations ?!$1,000,000 8PV and affecting ?!75% existing floor area, or addition that increases roof area by ?!2,000 square 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: D If < 10,000s.f. Enter: 5 kWdc Min. System Size: D If;;:: 1 0,000s.f. calculate: 15 kWdc x (GFA/10,000) •• __ kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/20 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. 3. Water Heating A. D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. □ For systems serving individual dwelling units choose one: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with all of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: ' □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: Updated 8/ I 5/20 19 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A [&I Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when completing this section. 5!l One and two-family residential dwelling or townhouse with attached garage: !Kl One EVSE Ready parking space required □ Exception : □ Multi-family residential · □ Exception • Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed I I Calculations: Total EVSE spaces= .10 x Total parl<ing (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.") I Total I *Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pennit 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 pennit valuation ~ $200,000, interior finishes are removed and significant site worl< and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. • B D Nonresidential new construction (includes hotels/motels) □ Exception • Total Parking Spaces EVSE Spaces Proposed Capable I Ready I Installed I Total I I I Calculation: Refer to the table below: Total Number of Parl<ing Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated AOT. 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 Use Emp ADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Hetai'3 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 ()th Edition 13 11 4.5 3.5 3 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 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. 8,334 sf I 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 pennit require a TOM plan and u rstand that an approved TOM plan is a condition of pennit issuance. Date: 3 -IZ.-7.,.o Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Printed): _________________ _ Phone Number: ____ _ Email Address: __________________ _ Updated 8/15/2019 6