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HomeMy WebLinkAbout2575 DAVIS AVE; ; CBR2020-3321; PermitPERMIT REPORT Residential Permit Print Date: 04/01/2022 Job Address: 2575 DAVIS AVE, CARLSBAD, CA 92008-1452 Permit Type: BLDG-Residential Work Class: Addition Parcel#: 1552511000 Track#: Valuation: $199,772.71 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Project Title: Description: 987 SF ADDITION// 167 SF DECK// 565 SF GARAGE// 250 SF REMODEL EXISTING Applicant: Property Owner: DOMINIC BALLERINO PO BOX 122689 ROMERO AMBER TRUST 08-22-13 PO BOX 1113 SAN DIEGO, CA 92112 (858) 216-5241 FEE STRONG MOTION-RESIDENTIAL CARLSBAD, CA 92018 (760) 729-0101 SB1473 GREEN BUILDING STATE STANDARDS FEE PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL BUILDING PERMIT FEE ($2000+) MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION BUILDING PLAN CHECK FEE (BLDG) ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL SWPPP PLAN REVIEW FEE TIER 1-MEDIUM SWPPP INSPECTION FEE TIER 1 -Medium BLDG Total Fees: $2,517.67 Total Payments To Date: $2,517.67 (city of Carlsbad Permit No: CBR2020-3321 Status: Closed -Finaled Applied: 12/18/2020 Issued: 06/24/2021 Finaled Close Out: 04/01/2022 Inspector: Final Inspection: Balance Due: CRenf 03/31/2022 AMOUNT $25.97 $8.00 $182.00 $981.00 $92.00 $175.00 $686.70 $66.00 $55.00 $246.00 $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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov (City of Carlsbad Job Address2575 DAVIS AVE. RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check <:2f\et>W:-'!>32.1 Est. Value '°'°' ,:1:\'o PC Deposit Date 12-\2:) ~ 2Q Suite: APN: 155-251-10-00 ----- CT/Pro1·ect#: lot#: YearBuilt: 1958 ------------------------------ FI re Sprinklers: OvEs0 NO Air Conditionlng:0 YES ONO Electrical Panel Upgrade: QvEs0 NO BRIEF DESCRIPTION OF WORK: ADDITION TO AND REMODEL OF EXISTING SINGLE FAMILY RESIDENCE, EXPAND LIVING AREAS AND GARAGE AT FIRST FLOOR AND EXPAND SECOND FLOOR. Ii] Addition/New:987 (n) Living SF, 167 (n) Deck SF, ___ .Patio SF,565 (n) Garage SF __ Is this to create an Accessory Dwelling Unit? Ov 0N New Fireplace? 0Y ON, if yes how many? _1 __ liJRemodel:_2_50 ____ .SF of affected area Is the area a conversion or change of use? Ov 0N 0 Pool/Spa:_O ____ .SF Additional Gas or Electrical Features? GAS INSERT FIREPLACE osolar: ___ KW, ___ Modules, Mounted:ORoof OGround, Tilt: 0 vO N, RMA: Ov ON, Batterv:Ov ON, Panel Upgrade: Ov ON D Reroof: _______________________________ _ D Plumblng/Mechanical/Electrical D Only: Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER Name: AMBER ROMERO Address:2575 DAVIS AVE. APPLICANT O PROPERTY OWNERS AUTHORIZED AGf:Nl Name: DOMINIC BALLERINO Address: P.O. BOX 122689 APl''LICANT ~ City:CARLSBAD State:CA Zip:92008 City:SAN DIEGO State:_C_A __ Zip:92112 Phone: 760-729-0101 Phone: 858-216-5241 Email: ( d~J eii FJI fl q,, I• ttM Email: dominic(.ci2ballerinodesiqn.com DESl(iN PHOFESSiONAL , /\PPL!CAJ'H (ii Name:DOMINIC BALLERINO Address: PO BOX 122689 City: SAN DIEGO State:_C_A __ .Zip: 92008 Phone: 858-216-5241 Email: ________________ _ Architect State license: __________ _ I\PPLK/\NT 0 Name: -------------------Address: ·------------------City: _______ .State: __ -Zip: _____ _ Phone: ·-------------------Email: __________________ _ State license/class: ______ ,Bus. license: ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760·602-2719 Fax: 760-602-8558 Email: BuildiDR@carlsbcid~v REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR__Q_!c_CLARATION; J hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ________________________________________ _ 0 I have and will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _ Polley No. ___________________________ Expiration Date: ______________ _ 0 Certificate of Exemption: J certify that in the performance of the work for which this permit ls issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGEl\!!:;'{,IF ANY: I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ .Lender's Address: _____________________ _ CONTRACTOR PRINT: ________ SIGN: ________ 0ATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 01, 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). 11}1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). 01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: llJ"Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, l cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in Its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Pro essions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calow.html. owNER PRINT: AMlli<1'.<oMe(Q _J-----DATE: t\PPUCANTCERTIFICATION:_51GNATU1lt REQUIRED AT TH< TiME~_(l£_~.1:Jl>f1mTfAL By my s;gnature below, f certify that: I am the proper'ty owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. f certify that I have read the application and state that the above information is correct and that the informaUan on the plans is accurate. I agree to comply with all City ordinances and State Jaws relating to bui/d;ng 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 AGAJNSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over S'O' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: DOMINIC BALLERINO SIGN: .ef!!;2 DATE:_\ _z_\1v_l_zo_-__ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 fax: 760-602-8558 Email: Buildi0J;@cad~budca._g_ov 2 REV. 08/20 I. </" (_ City elf Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue , 760-602-2719 www .ca rlsbadca .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 2575 DAVIS AVE., CARLSBAD, CA 92008 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 Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. 11 as an Owner·-Builder1 may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner•-Builder and am aware of ~its 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 they are responsible foA the construction and are not hiring a licensed contractor to assume this responsibility. Ill. ~ understand as an "Owner--Bui!der" I am the responsible party of record on the permit. l understand that 1 may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ~ understand contractors are required by law to be licensed and bonded in California and to list their license ~~ers on permits and contracts. V. ~ understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 08/20 Owner-Builder Acknowledgement Continued VI. 4 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. Vll.~I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential 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 ~ark is performed under contract with a licensed general building contractor. VIII.~ 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 susta·,ned by any subsequent owner(s) which result from any latent ~ruction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State license Board (CSLB) at 1···800·-321-CSLB (2752) or www.cslb.ca.gov for more information ~t licensed contractors. X. ~I am aware of and consent to an Owner--Builder building permit applied for in my name, and understand that I am the party legally and financially res onsible for proposed construction activity at the following address: '=> I ,..,_vv-, dOO i XI. ~I agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide b~ all applicable laws and requirements that govern Owner-Builders as well as employers. XII. *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 that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. f declare under penalty of perjury that I have read and understand off of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (3/2')),,,--,~/!'this right in signing this form without the advice of legal counsel. ~\){,(:<'g_~ Property Owner Name (PRINT) 1a:1io_\;;)Oo-0 D te 2 REV, 08/20 .i/ (_ City of Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'S AUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. ADDITION TO, AND REMODEL OF, EXISTING S.FR Scope of Construction Project (or Description of Work): ___________________ _ 2575 DAVIS AVE. CARLSBAD, CA 92008 Project Location or Address: _____________________________ _ DOMINIC BALLERINO 858-216-5241 Name of Authorized Agent __________________ Tel No. ________ _ Address of Authorized Agent: p • 0 • BOX 122689 SAN DIEGO, CA 92112 I declare under penalty of e · I I am the property owner for the address listed above and I personally filled out the above infor on and certify its a uracy. 1 PERMIT INSPECTION HISTORY for (CBR2020-3321) Permit Type: BLDG-Residential Application Date: 12/18/2020 Owner: TRUST ROMERO AMBER TRUST 08-22-13 Work Class: Addition Issue Date: 06/24/2021 Status: Closed -Finaled Expiration Date: 07/20/2022 Subdivision: SUNNY SLOPE TRACT POR OF Address: 2575 DAVIS AVE Scheduled Date 03/21/2022 03/31/2022 Actual Inspection Type Start Date 03/21/2022 BLDG-Final Inspection Checklist Item IVR Number: Inspection No. 178731-2022 COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 03/31/2022 BLDG-Final Inspection 179413-2022 Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Friday, April 1, 2022 30579 CARLSBAD, CA 92008-1452 Inspection Primary Inspector Reinspection Inspection Status Cancelled Chris Renfro Re inspection Incomplete Passed No No No No No Passed Chris Renfro Complete Passed Yes Yes Yes Yes Yes Page 5 of 5 PERMIT INSPECTION HISTORY for (CBR2020-3321) Permit Type: BLDG-Residential Application Date: 12/18/2020 Owner: TRUST ROMERO AMBER TRUST 08-22-13 Work Class: Addition Issue Date: 06/24/2021 Subdivision: SUNNY SLOPE TRACT POR OF Address: 2575 DAVIS AVE Status: Closed -Finaled Expiration Date: 07/20/2022 IVR Number: 30579 CARLSBAD, CA 92008-1452 Scheduled Date 01/03/2022 01/21/2022 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved. 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved. 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved . 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved. 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. 01/03/2022 BLDG-18 Exterior Lath/Drywall 173778-2022 Passed Tony Alvarado 01/21/2022 BLDG-27 Shower Pan/Tubs 175138-2022 Passed Tony Alvarado Friday, April 1, 2022 Reinspection Inspection Passed Yes Yes Yes Yes Complete Complete Page 4 of 5 PERMIT INSPECTION HISTORY for (CBR2020-3321) Permit Type: BLDG-Residential Application Date: 12/18/2020 Owner: TRUST ROMERO AMBER TRUST 08-22-13 Work Class: Addition Status: Closed -Finaled Issue Date: 06/24/2021 Expiration Date: 07/20/2022 Subdivision: SUNNY SLOPE TRACT POR OF Address: 2575 DAVIS AVE IVR Number: 30579 CARLSBAD, CA 92008-1452 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Date Start Date 12/1712021 12/17/2021 BLDG-13 Shear 172943-2021 Passed Tony Alvarado Friday, April 1, 2022 Panels/HD (ok to wrap) Checklist Item BLDG-Building Deficiency COMMENTS December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved. 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. BLDG-83 Roof Shoaling, 173070-2021 Exterior Shear (13, 15) Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS December 17, 2021: 1. Exterior shear panels, seismic hold-downs, metal connectors, approved per structural plans and detail specifications-approved. 2. Rough combination framing inspection (MEPS), scope of work-OK. 3. Pending: Exterior stucco wire lath materials installed/required prior to MEPS inspection. Rest of work-OK. 4. Informed contractor representative Mike. BLDG-13 Shear Panels-HD (ok Not ready, ,siding MST Straps on 2 shear to wrap) walls, windows and electrical boxes need to be installed BLDG-15 Roof Sheathing-Reroof BLDG-84 Rough Combo(14,24,34,44) 172944-2021 Partial Pass Tony Alvarado Reinspection Inspection Complete Passed Yes Complete Passed Yes No Yes Reinspection Incomplete Page 3 of 5 PERMIT INSPECTION HISTORY for (CBR2020-3321) Permit Type: BLDG-Residential Application Date: 12/18/2020 Owner: TRUST ROMERO AMBER TRUST 08-22-13 Work Class: Addition Issue Date: 06/24/2021 Subdivision: SUNNY SLOPE TRACT POR OF Address: 2575 DAVIS AVE Status: Closed -Finaled Expiration Date: 07/20/2022 IVR Number: 30579 CARLSBAD, CA 92008-1452 Scheduled Date 08/25/2021 09/24/2021 10/01/2021 10/26/2021 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item BLDG-Building Deficiency COMMENTS August 13, 2021: 1. Footings, foundation, and slab steel reinforcement rebar, per structural engineer's plans and detail specifications-approved . 2. Third-party/deputy inspectors report, verified-approved. 3. Underground electrical conduit buried, and protected-approved. 08125/2021 BLDG-22 Sewer/Water Service 165062-2021 Passed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency 09/24/2021 BLDG-14 1 67243-2021 Partial Pass Tony Alvarado Frame/Steel/Bolting/We lding (Decks) Checklist Item BLDG-Building Deficiency COMMENTS September 24, 2021: 1. Partial pass-partial for nailing, scope of work-approved. 2. Insulation installed above bedroom number four -Approved. 10/01/2021 BLDG-17 Interior Lath/Drywall 167759-2021 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS October 1, 2021: {Partial drywall-approved). 1. Partial interior drywall at existing Dwelling interior Master bathroom Remodel portion-(only). 10/2612021 BLDG-33 Service Change/Upgrade 169329-2021 Passed Chris Renfro Checklist Item COMMENTS BLOG-Building Deficiency BLDG-83 Roof Shoaling, 169330-2021 Exterior Shear (13, 15) Partial Pass Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-13 Shear Panels-HO (ok to wrap) BLDG-15 Roof Sheathing-Reroof COMMENTS Not ready, ,siding MST Straps on 2 shear walls, windows and electrical boxes need to be installed Friday, April 1, 2022 Reinspection Inspection Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes No Yes Page 2 of 5 Building Permit Inspection History Finaled (cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-3321) Permit Type: BLDG-Residential Application Date: 12/18/2020 Owner: TRUST ROMERO AMBER TRUST 08-22-13 Work Class: Addition Issue Date: 06/24/2021 Subdivision: SUNNY SLOPE TRACT POR OF Address: 2575 DAVIS AVE Status: Closed -Finaled Expiration Date: 07/20/2022 IVR Number: 30579 CARLSBAD, CA 92008-1452 Scheduled Date 0810912021 08/1312021 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Status 03/29/2022 BLDG-Final Inspection 179326-2022 Cancelled Chris Renfro Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 08109/2021 BLDG-21 163839-2021 Passed Chris Renfro Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency BLDG-SW-Pre-Con Checklist Item 163838-2021 COMMENTS Passed Chris Renfro BLDG-Building Deficiency 08/13/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item 164136-2021 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency August 13, 2021: BLDG-31 Underground/Conduit - Wiring 1. Footings, foundation, and slab steel reinforcement rebar, per structural engineer's plans and detail specifications-approved. 2. Third-party/deputy inspectors report, verified-approved. 3. Underground electrical conduit buried, and protected-approved. 164282-2021 Passed Tony Alvarado Friday, April 1, 2022 Reinspection Inspection Reinspection Incomplete Passed No No No No No Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Page 1 of 5 r~t-1.t•. c-~~ 2020-. 3~f ~: ~5151)Wis1W£-, SPECIAL INSPECTION DAILY REPORT 3406 Texas Street San Diego, CA, 92104 ,. 619-261-9022 desmond@Kingisi.com www.Kingisi.com Special Inspection Reports shall be prepared on a Daily Basis. All Non-Compliant conditions must be reported IMMEDIATELY to the Superintendent. Each Inspection Report shall be completed and signed by the Special Inspector conducting the l nspection / Testing. Project Name: Romero-Guerrero Residence Date: 08/09/21 BuildinQ Permit#: von,c:u.:v-;M~l Time Arrived: 11am Hours: 4 Project Location: 2575 Davis Ave, Carlsbad,CA, 92008 Time Deoarted: Contractor: Keen Concrete, Boardwalk Architect: BOA Sub-Contractor: Engineer: CE engineers Inspection I Material Description S·1moles _Ticket No# : AirTemo: !Concrete Temo : @ Mins. ls1umo : I I .., __________________________________________________ _ S-1; Foundation plan , D-1; TYP Details W<,>rl< Inspected: 1n.t-1ec!ion and ooservalioiYconlinues-forA'"pproved Epoxy Dowelplacemeritfbr New FTGST SOU------ 518" Dia holes drilled-to adepth of-6'!.+into-e-xpiatioA-GGACr-ete-@1-8.'.!eGew,-all holes-blown-witt-l-oompFesseG air-, brushed then reblown Approved ASTM-615 #4-+ebar set in place..witl+Appmve<:I-Simpaons-XP-balGl+#N-1-000+33690,.ex.p.Oi/05/2-3------- Ecoxy placed per MFGs.u:istrnctions.aAd-lCctGSa=iJO-------------------- A!, reintorcemenl is securely tied withJaps..and.clearanceJn.place,Jtgs..debris..f:ree._ ________ ---· ----- Cvntractor will use 4QOOpsL concrete wjtb...exceeds.25.0.0psi..requiremeot.._ __________ _ R..-oort ernailed to Cr.aio _ -------------------------.. ------------------ WORK: INSPECTED I NCE WITH THE REQUIREMENTS OF THE APP UMENTS. INSPECTED IN ACCORDANCE WITH THE REQUIREMENT Of' THE APPROVED DOCUMENTS. LAB ID ATTACHED, SAMPLES SCHEDULED FOR PICK-UP THE WORK INSPECTED: _QJQ-Nfil:MEEJ Print Name: Des mond King CERTIFICATION#: S0#1169, 8132156 Signature of Superintendent: DATE: 02/12/2021 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBR2020-3321 ✓• EsG1I A SAFEbu1lt Company SET: II PROJECT ADDRESS: 2575 Davis Ave. PROJECT NAME: SFD Addition And Remodel □ APPLICANT □ JURI S. ~ 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. ~ The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Dominic Ballerina ~ 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 : Dominic Ballerina Telephone#: 858-216-5241 Date contacted : (by: ) Email: dominic@ballerinodesign.com Mail Telephone Fax In Person 0 REMARKS: By: Ali Doudar(858-519-5089 I adoudar@esgil.com) EsGil 02/05/2021 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Cal ifornia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 I I , DATE: 01/07/2021 JURISDICTION: City of Carlsbad PLAN CHECK#.: CBR2020-3321 ✓• EsG1I A SAFEbuitt Company SET: I PROJECT ADDRESS: 2575 Davis Ave. PROJECT NAME: SFD Addition And Remodel D APPLICANT D JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8:1 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 . [8:1 The applicant's copy of the check list has been sent to: Dominic Ballerina D EsGil staff did not advise the applicant that the plan check has been completed . [8:1 EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Dominic Ballerina Telephone#: 858-216-5241 Date contacted: (by: ) Email: dominic@ballerinodesign.com Mail Telephone Fax In Person 0 REMARKS: By: Ali Doudar(858-519-5089 / adoudar@esgil.com) EsGil 12/21/2020 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CBR2020-3321 01/07/2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-3321 PROJECT ADDRESS: 2575 Davis Ave. JURISDICTION: City of Carlsbad FLOOR AREA: 987SF Addition, 250SF Remodel STORIES: 2 HEIGHT: 2 0' REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 01/07/2021 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/21 /2020 PLAN REVIEWER: Ali Doudar This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e .• plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBR2020-332 l 01/07/2021 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering arid Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 1. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 2. Indicate on the Title Sheet of the plans the name of the legal owner and name of the person responsible for the preparation of the plans. Include name of Title 24 Energy Consultant. Section R106.1.1. 3. All sheets of plans must be signed by the person responsible for their preparation . (California Business and Professions Code). 4. If there is no complying barrier between the pool and any proposed new doors, please show how compliance with section AV100.2 for pool safety will be achieved (i.e. exit alarm; self-closing, self-latching device with the release at least 54" from the floor, etc.). 5. City of Carlsbad requires that all plans show on title sheet of plans completed CAP template, city form 8-55. City of Carlsbad CBR2020-3321 01/07/2021 6. GENERAL RESIDENTIAL REQUIREMENTS Please specify on plans which windows are to be tempered/safety glazed. Also, please note that Door Type "A" is required to be tempered. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors. b) Glazing adjacent to a door where the bottom exposed edge of the glazing is less than 60" above the walking surface. and it meets either of the following conditions: i) Where the glazing is within 24" of either side of the door in the plane of the door in a closed position. ii) Where the glazing is on a wall less than 180 degrees from the plane of the door in a closed position and within 24" of the hinge side of an in-swinging door. Exception: Glazing that is adjacent to the fixed panel of patio doors. c) Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa , whirlpool or swimming pool. See the figure below. SG SG < Plan view SG = Safety glazing required Measurements are to exposed glazing SG SG SG <60 in. Floor Section view d) Glazing in individual fixed or operable panels that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18" above the floor, and: iii) Exposed top edge is greater than 36" above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. City of Carlsbad CBR2020-3321 01/07/2021 e) All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). f) Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways, landings and ramps. g) Glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally of the bottom tread. 7. Interior and exterior doors shall be provided with landings not more than 7-¾" below the top of the threshold. Landing shall have a dimension of not less than 36 inches measured in the direction of travel. Exception: A landing is not required where a stairway of 2 or fewer risers is located on the exterior side of the door, provided the door does not swing over the stairway. Section R311.3.2. 8. Flashings shall be installed at wall and roof intersections, wherever there is a change in roof slope or direction and around roof openings. Where flashing is of metal, the metal shall be corrosion resistant with a thickness of not less than 0.019 inch (0.5 mm) (no. 26 galvanized sheet). CRC 903.2.1 9. North Exterior Elevation is missing a roof ridge at the existing second floor attachment to the proposed second floor. 10. Handrails (Section R311. 7.8): a) Shall be provided on at least one side of each stairway with four or more risers. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-¼ inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. d) Handrails adjacent to walls shall have at least 1-½ inches between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. ROOFS/DECKS/BALCONIES 11. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge) and remaining vents located at the lower third of the of the attic space. Show on the plans the area required and area provided. Section R806.2. City of Carlsbad CBR2020-3321 01/07/2021 12. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. GARAGE AND CARPORTS 13. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. 14. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302.5.1. MECHANICAL 15. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.4.2.1. ELECTRICAL 16. For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. 17. All receptacle outlets serving countertop locations in the kitchen are required to be GFCI protected. Please correct on kitchen floor plan for Island and west kitchen counter. 18. Per CEC Article 210.11 (C)1, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(6), i.e., kitchen and dining areas. 19. Per CEC Article 210.11 (C)3, note on the plans that bathroom circuiting shall be either: a) A 20-ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. City of Carlsbad CBR2020-3321 01/07/2021 20. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Weather resistant type for receptacles installed in damp or wet locations (outside). 406.4(0)(6). PLUMBING 21. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. ENERGY CONSERVATION 22. CF1 R Building Energy Analysis forms are required to be HERS Registered. Please Include all applicable Building-level Verification(Kitchen Range Hood etc.) Cooling, heating and HVAC Distribution system verifications underneath the HERS Feature Summary on CF1 R. A complete energy plan check will be performed after completed and/or the corrected energy design (CF1 R) has been provided. The design sheets must be signed by the document author and responsible designer. Please see Energy Code Ace HERS Fact sheet to see all applicable HERS features. https ://ene rgycodeace .com/download/35128/file path/field Lisl/F actSheet. Res. N R .HERS.2019 23. Prior to the initial plan submittal, the energy design was required to be registered with the appropriate HERS provider data registry. Prior to the next plan review, please register the energy design and resubmit plans with completed forms (registration number). 24. Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2019 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 City of Carlsbad CBR2020-3321 01/07/2021 25. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 26. When replacing or modifying the mechanical system: o If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. o Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. o Note: The CF1 R-AL T-HVAC form may be submitted at the final inspection, it is not required at initial plan submittal. MISCELLANEOUS 27. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 28. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 29. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ali Doudar at EsGil. Thank you. City of Carlsbad CBR2020-3321 01/07/2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: Ali Doudar BUILDING ADDRESS: 2575 Davis Ave. BUILDING OCCUPANCY: R-3 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Remodel+Add Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Buildin g Permit Fee ... 1997 UBC Plan Check Fee • I <I· Type of Review: D Repetitive Fe@ ..., Repeats Complete Review D Other D Hour1y E&Gil Fee PLAN CHECK#.: CBR2020-3321 DATE: 01/07/2021 Reg. VALUE ($) Mod. 199,773 199,773 D Structural Only 1-------tlHr. @ * $637.691 Comments: In addition to the above fee, an additional fee of$ is due ( hour@ $ /hr.) for the CalGreen review. Sheet of CIVIL ENGINEERING Consulting Services Structural Calculations For the Romero-Guerrero Residence 2575 Davis Ave Carlsbad, Ca Prepared by: Marco A. Limon, P.E. December 9, 2020 LL (/) l[) CD l[) :::: >-,_ -0 oo~ 0 N Ai.I 00 ",,. r-N"""' r--,-, LC) 00 """' N~ ,-, LD N I LC) r-0 r-N 0 N ~ al 0 This Project has been prepared under the direction of the aforementioned Registered Civil Engineer. The engineer attests to the technical information contained herein and the engineering data and calculations upon which recommendations, conclusions and decisions are based. The engineer is not responsible for any deviations made in the field from these calculations and or the corresponding project plans. P.O. Box 2158 Valley Center, CA 92082 Phone: (760) 271-8261 Fax: (866) 313-8908 Email: marco@engineeringconsulting.us 1 1.0 General Notes 1.1 Governing Code: .2019 California Building Code 1.2 All work shall comply with the aforementioned building code and shall be performed in accordance with all applicable Federal, State, and Local safety codes, and ordinances. 1.3 The prime contractors and all subcontractors shall verify all dimensions, elevations, and site conditions before starting work and the engineer or architect shall be notified in writing immediately of any discrepancies. 1.4 Any conflicts and omissions between this report, specifications and/or working drawings shall be communicated to the engineer before proceeding with the work involved. 1.5 Working dimensions shall not be scaled from any of the plan sections, details, or sketches in this report. 1.6 The prime contractor and all subcontractors shall verify all headers, beams, rafters, supports and all site conditions prior to beginning work. 1. 7 The structural calculations in this report are for the analysis and design of primary structural systems. All and any other attachments of non-structural members or elements are the responsibility of the prime contractor or its subcontractors unless noted otherwise. 1.8 The contract to perform structural calculations does not include any observations and or inspection. The engineer does not assume any responsibility for quality control or inspection performed by others. 1.9 The use of any drawings, calculations, and specifications in this report outside of this contract is strictly prohibited. 2.0 Limitations 2.1 The opinions and recommendations presented in this report are based upon available data provided by the client, superficial observations, and in accordance with the constructions plans prepared by others. 2.2 Should the owner, prime contractor, or any of its subcontractors encounter conditions different from those presented in this report or during construction, the engineer shall be notified immediately so that the engineer is able to analyze the situation. 2.3 The structural calculations in this report were performed in accordance with the industry standard. The engineer does not assume any responsibility for work or design done by others. 2 ~FORTE~ MEMBER REPORT Level, Floor: Joist PASSED 1 plece{s) 2 x 12 Douglas Fir-Larch No. 2 0 16" OC Overall Length: 16' 1 O" 16' 3" ul All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual • Location Aliow.d "-It LDF Member Reaction (lbs) 665@ 2 1/2" 2109 (2.25") Passed (32%) - Shear (lbs) 575 @ 1' 2 3/4" 2025 Passed (28%} 1.00 Moment (Ft-lbs) 2695 @8' 5" 2729 Passed (99%) 1.00 Live Load Deft (in) o.306 @8' 5" 0.410 Passed (L/644) - Total Load Defl. (In) o.459 @8' 5• 0.821 Passed (L/429) -- TJ-Pro™ Rating N/A N/A N/A -- • Defledlon attena: LL (l/480) and Tl. (l/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% lnaease In the moment capacity has been added to account for repetitive member usage. • Applleable calculations are based on NOS. • No composite action between deck and joist was considered In analysis. a.rtnglangth Loads to Supports (IN) Supports Total Available Raqulred Dead l'loorUve Total 1 -Stud wall -OF 3.50" 2.25" 1.50" 224 449 673 2 -Stud wall -OF 3.50" 2.25" 1.50" 224 449 673 • RJm Board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Lateral Bracing lnldng lrarvala Com....a Top Edge (Lu) 1' 1" o/c Bottom Edge (Lu) 16' 8' o/c •Maximum allowable bradng Intervals based on applied load. Dead Floor Uve Lollcl: Combination (htnm) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) N/A aa-rt. 11/4" RJm Board 1 1/4" RJm Board System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Oeslgn Methodology : ASO Vertical Load Location (Side) Spacing (O.!IO) (1.00) Comments 1 -Uniform (PSF) I Member Notes Jst C -Floor Joists w ser Notes 0 to 16' 10" 16" 20.0 40.0 Default I.Dad Weyerhaeuser warrants that the sizing of its products will be In aa:ordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to dro,mvent the need for a design professional as detennined 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, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applleable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and lnstallatlon details refer to www.weyerhaeuser.oorn/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Marco A. Limon ForteWEB Software Operator Marco A Limon Civil Engineering Consulting Services (760) 235-1176 marco@englneerlngconsulting.us Job Notes Weyerhaeuser 11/8/2020 9:02:31 PM UTC ForteWEB v3.0, Engine: VB.l.4.2, Data: VB.0.0.0 File Name: Romero Res P;:iop 1 / 1 '-i!FORTE ~ MEMBER REPORT Level, Floor: Joist 1 plece(s) 2 x 12 Douglas Fir-Larch No. 2 O 16" OC O.,erall Length: S' 9 1/16" + 0 '' I I '' I I l l 3' 8 1/16" H 1' 6" 1 11 ul ~ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deslan Results Adual O Location Allowed ~ LDF Load: Combination (P■-n) Member Reaction (lbs) 143@ 3 1/2" 1406 (1.50") Passed (10%) -1.0 D + 1.0 L (Alt Spans) Shear (lbs) 95@ 3' 5/16" 2025 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 128 @ 2' 15/16' 2729 Passed (5%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Def!. (In) 0.001 @ 2' 2 3/8" 0.095 Passed (l./999+) --1.0 D + 1.0 L (Alt Spans) Total Load Dell (In) 0.001 @ 5' 9 1/16" 0.200 Passed (2L/999+) -· 1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -N/A • Deflection atterla: u. (LJ480) and Tl. (IJ240). • Overhang deflection atterla: U. (21.J480) and Tl. (21.J0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculatlons are based on NDS. • No composite action between deck and joist was considered In analysis. IMrtnglangtll Loads to Supporta (Ills) Supports Total Av■ll■llle R■qulred Dud floorl.1¥e Roof Ll¥e Total Acuuori. 1 -Hanger on 11 1/4" DF beam 3.50" Hanger• 1.50' 49 117/-3 -166/-3 See note l 2 -stud wall -DF 3.50" 3.50" 1.50' 10S 208 1 314 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. Lateral Bracing Bracing Intervals Com.....ta Top Edge (Lu) 5' 6" O/C Bottom Edge (Lu) 5' 6' o/c •Maximum allowable bracing Intervals based on applied load. Connector: Simpson Strong-Tie Support I Model I s.t Length I 1 -Face Mount Hanger I LUS28 I 1.75• • Refer to manufacturer notes and instructions for proper 1nstallabon and use of all connectors. Vertical loads I -Uniform (PSF) 2 • Point (lb) I Member Notes Floor Joists-cantilever Location (Side) 0 to S' 9 1/16' S' 9" Dud Spacing (0,90) 16" 20.0 N/A 1 I Topfutenen I Face Futenen I N/A I 6-lOdxl.S I floor Ll¥e Roofl.1¥e (1.00) (non-. 1.25) eon-ts 40.0 -Default Load I Ext WalVRoof l '1 PASSED + 0 System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD MemberF.....,. ,~ 3-lOd I ForteWEB Software Operator Marco A. Limon Ovil Engineering Consulting Services (760) 235-1176 marco@englneerlngconsulting.us JobNota A Weyerhaeuser 11/8/2020 9:18:09 PM UTC ForteWEB v3.0, Engine: VS.1.4.2, Data: VS.0.0.0 File Name: Romero Res P;:iop1/'J w ser Notes Weye,tlaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design oiterla and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as detennlned by the authority having jurisdiction. The designer of rea>rd, builder or framer Is responsible to assure that this calculatfon Is compatible with the overall project. Accessories (Rlm Board, llloddng Panels and Squash Blodcs) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR· 1387 and/or teste<!.ln accordance with applicable ASTM standards. For current CX>de evaluatfon reports, Weyemaeuser product literature and Installation details refer to www.weyefhaeuser.com/woodproducts/document-library. Tite product application, Input design loads, dimensions and support Information have been provided by Marco A. Limon ForteWEB Software Operator Marco A. Limon Civil Engineering Consulting Services (760) 235-1176 rnarco@englneeringconsulting.us JobNotu Weycrhaeu~r 11/8/2020 9: 18:09 PM UTC ForteWEB v3.0, Engine: VB.1.4.2, Data: VB.0.0.0 File Name: Romero Res P;iop 7 / 7 ::.!FORTE IZW MEMBER REPORT Level, Roof: Joist 1 plece{s) 2 x 12 Douglas Fir-Larch No. 2 O 16" OC Sloped Length: 23' 9 11/16" + 0 EJ 12 I I 41 I ' 20' [TI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Aliow.d Reault LDF Load: Combination (Patbm) Member Reaction (lbs) 678 @ 2' 1 3/4" 3459 (3.50") Passed (20%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 504 @ 3' 2 3/16" 2531 Passed (20%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2754 @ 12' 4 3/16" 3411 Passed (81 %) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (In) 0.387 @ 12' 3 3/8" 1.066 Passed {L/662) -1.0 D + 1.0 Lr {Alt Spans) Total Load Defl. (In) 0. 789 @ 12' 3 1/2" 1.422 Passed (L/324) --1.0 D + 1.0 Lr (Alt Spans) • Oeftectlon attena: LL (1./240) and l1. (1./180). • Ovemang deflection altena: LL (21./240) and n. (21./180). • Allowed moment does not reflect the adjustment for the beam stablllty factor. • A 15% lnaease in the moment capacity has been added to account for repetitive member usage. • Applicable calrulations are based on NOS. a..rtngl.ength loada to Supporta (Iba) Supports Total Available Required Dud Roof Live Total ~ 1 -Beveled Plate -OF 3.50' 3.50' 1.50" 348 330 678 Bk>cklng 2 • Beveled Plate • OF 3.50" 3.50" 1.50" 287 274 561 Blod(lng • Blod(lng Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bradng Bracing Intervals Commenta Top Edge (Lu) 4' s· o/c Bottom Edge (Lu) 22' 8" o/c •Maximum allowable bracing Intervals based on applied load. Dad -Live Vertical Load Location (Side) Spac:lng (0.to) c--,1.2S> Commenb 1 -Uniform (PSF) Oto 22' 7" 16" 20.0 20.0 Default Load I Member Notes Garage Rafters Weverhaeuser Notes ~ PASSED + 0 Member Length : 24' 1 7/16" System : Roof Member Type : Joist Building Use : Residential Building Code : !BC 2018 Design Methodology : ASO Member Pitch : '1/12 Weyemaeuser warrants that the sizing of Its products will be In aa:ordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to drrumvent 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 cakulation Is compatible with the overall project. Accessories (Rim Board, Bk>cklng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyertiaeuser facilities are third-party certified to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in aa:ordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and Installation details refer to www.weyerhaeuser.rom/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Marco A. Limon ForteWEB Software Operator Marco A. Limon Ovil Engineering Consulting Services (760) 235-1176 maroo@englneeringoonsulting.us JobNota Weyerhaeuser 11/8/2020 8:59:52 PM UTC ForteWEB v3.0, Engine: VS.1.4.2, Data: VS.0.0.0 File Name: Romero Res P;:iop 1 / 1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tme Block" selection. ' Title Block Line 6 Wood Beam ... ,. DESCRIPTION: Header 1 -4X6 -Up to 4 ft CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 9 NOV 2020 7:06PM Software copyright ENERCAI.C, INC. 1983-2020, Bulld:12.20.5.31 . . Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-South Wood Grade : No.1 Fb + Fb- Fc-Prll Fe• Perp Fv Fl 1,300.0 psi 1,300.0 psi 850.0 psi 520.0 psi 165.0 psi 625.0 psi E : Modulus of Elasticity Ebend-xx 1,200.0 ksi Eminbend • xx 440.0ksi Density 28.720pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ., 0(0.2) l(0.2) " 4x6 Span= 4.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, L = 0.20 , Tributary Width = 1.0 ft, (Roo~ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = o.32a 1 4x6 549.25psi 1,690.00psi +D+L+H 1.993ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.020 in Ratio = 0.000 in Ratio = 0.040 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 2413>=360 0<360 1195>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 4.0 fl 0.182 0.165 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.41 277.24 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.325 0.295 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.81 549.25 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.131 0.119 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.41 277.24 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.143 0.129 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.41 277.24 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.228 0.207 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.25 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 4.0 fl 0.248 0.225 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.25 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Design OK = 0.295: 1 4x6 = 48.62 psi = 165.00 psi +D+L+H = 3.545ft = Span# 1 Shear Values F'b V fv Pv 0.00 0.00 0.00 0.00 1521.00 0.31 24.54 148.50 0.00 0.00 0.00 0.00 1690.00 0.62 48.62 165.00 0.00 0.00 0.00 0.00 2112.50 0.31 24.54 206.25 0.00 0.00 0.00 0.00 1943.50 0.31 24.54 189.75 0.00 0.00 0.00 0.00 2112.50 0.55 42.60 206.25 0.00 0.00 0.00 0.00 1943.50 0.55 42.60 189.75 0.00 0.00 0.00 0.00 nue Block Line 1 Project Title: Romero-Guerrero Res You can change this area Engineer: Marco A. Limon using the "Settings• menu item Project ID: and then using the "Printing & Project Descr: 2-Story Remodel/Addition TIUe Block" selection. Title Block Line 6 Printed: 9 NOV 2020, 7:06PM Wood Beam Software oopyright ENERCAI.C, INC. 1983-2020, I ,ti, • DESCRIPTION: Header 1 -4X6 -Up to 4 ft Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb Pb V fv Pv Length= 4.0 ft 1 0.103 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 277.24 2704.00 0.31 24.54 264.00 +D+0.750Lr+0.750L +0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 4.0 ft 1 0.178 0.161 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.25 2704.00 0.55 42.60 264.00 +D+0.750L +0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.178 0.161 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.25 2704.00 0.55 42.60 264.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 4.0 ft 0.062 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 166.34 2704.00 0.19 14.73 264.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 4.0 ft 0.103 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 277.24 2704.00 0.31 24.54 264.00 +D+0.750L +0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.178 0.161 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.71 481.25 2704.00 0.55 42.60 264.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 4.0 ft 1 0.062 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 166.34 2704.00 0.19 14.73 264.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 0.0402 2.007 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +O. 750S+0.5250E+H +0.60D+0.70E+H DOnly LOnly HOnly Support 1 0.808 0.400 0.408 0.808 0.408 0.408 0.708 0.708 0.408 0.708 0.708 0.245 0.408 0.708 0.245 0.408 0.400 Support 2 0.808 0.400 0.408 0.808 0.408 0.408 0.708 0.708 0.408 0.708 0.708 0.245 0.408 0.708 0.245 0.408 0.400 Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & ntte Block" selection. ' nue Block Line 6 Wood Beam DESCRIPTION: Header 2 -4X8 -Up to 6 ft CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 9 NOV 2020, 7:10PM Sot1wan1 copyright ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb + 1,300.0psi 1,300.0psi 850.0psi 520.0psi 165.0psi 625.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-South Wood Grade : No.1 Fb- Fc-Pr11 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ..---------- 4x8 Span= 6.0 ft Ebend-xx 1,200.0ksi Eminbend -xx 440.0ksi Density 29.640pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10, L = 0.10, Tributary Width= 1.0 ft, (Rooij DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.214 1 4x8 361.43psi 1,690.00psi +D+L+H 2.990ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.022 in Ratio = 0.000 in Ratio = 0.045 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 3275>=360 0<360 1596>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb +D+H Length = 6.0 ft 0.122 0.100 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.31 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 0.214 0.176 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.43 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.088 0.072 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.31 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 0.095 0.079 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.31 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.150 0.124 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.40 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 0.163 0.135 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.40 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Desi n OK = 0.176: 1 4x8 = 29.09 psi = 165.00 psi +D+L+H = 5.398ft = Span# 1 Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 1521.00 0.25 14.92 148.50 0.00 0.00 0.00 0.00 1690.00 0.49 29.09 165.00 0.00 0.00 0.00 0.00 2112.50 0.25 14.92 206.25 0.00 0.00 0.00 0.00 1943.50 0.25 14.92 189.75 0.00 0.00 0.00 0.00 2112.50 0.43 25.55 206.25 0.00 0.00 0.00 0.00 1943.50 0.43 25.55 189.75 0.00 0.00 0.00 0.00 nue Block Line 1 Project Title: Romero-Guerrero Res You can change this area Engineer: Marco A. Limon using the •settings' menu item Project ID: and then using the "Printing & Project Descr: 2-Story Remodel/Addition nue Block" selection. nue Block Line 6 Printed: 9 NOV 2020, 7:10PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • . DESCRIPTION: Header 2 -4X8 -Up to 6 ft Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv Pv Length = 6.0 ft 1 0.069 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.31 2704.00 0.25 14.92 264.00 +D+0.750Lr+O. 750L +0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.40 2704.00 0.43 25.55 264.00 +D+O. 750L +O. 750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.40 2704.00 0.43 25.55 264.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.041 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 111.19 2704.00 0.15 8.95 264.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.069 0.056 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 185.31 2704.00 0.25 14.92 264.00 +D+0.750L +O. 750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 317.40 2704.00 0.43 25.55 264.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.041 0.034 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.28 111.19 2704.00 0.15 8.95 264.00 Overall Maximum Deflections Load Combination Span Max. • • • Deft Location in Span Load Combination Max. •+• Defl Location in Span +D+L+H 0.0451 3.010 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall ·mum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+O. 750L +0.750S+H +D+0.60W+H +D+0.750Lr+O. 750L +0.450W+H +D+O. 750L +O. 750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +O. 750S+0.5250E+H +0.600+0. 70E+H DOnly L Only HOnly Support 1 0.616 0.300 0.316 0.616 0.316 0.316 0.541 0.541 0.316 0.541 0.541 0.189 0.316 0.541 0.189 0.316 0.300 Support2 0.616 0.300 0.316 0.616 0.316 0.316 0.541 0.541 0.316 0.541 0.541 0.189 0.316 0.541 0.189 0.316 0.300 ' ntle Block Line 1 You can change this area using the "Settings" menu item and th811 using the "Printing & Title Block" selection. ' Title Block Line 6 Wood Beam ,.,,' DESCRIPTION: Header 3 -4X8 -Up to 6 ft CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-South Wood Grade : No.1 Fb + Fb - Fc-Prll Fe -Perp Fv Ft 1,300.0psi 1,300.0psi 850.0psi 520.0psi 165.0psi 625.0psi E : Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend -xx 440.0ksi Density 28.720pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling f ----------~- 4x8 Span = 6.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, L = 0.20 , Tributary Width = 1.0 ft, (Rao~ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.422 1 4x8 713.37psi 1,690.00psi +D+L+H 3.010ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.044 in Ratio = 0.000 in Ratio = 0.089 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1637>=360 0<360 808>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm ct CL M fb +D+H Length = 6.0 ft 0.237 0.196 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.14 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.422 0.348 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.82 713.37 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.171 0.141 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.14 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.186 0.153 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.14 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.296 0.244 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.60 625.32 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.322 0.265 1.15 1.300 • 1.00 1.00 1.00 1.00 1.00 1.60 625.32 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Design OK = 0.348: 1 4x8 = 57.42 psi = 165.00 psi +D+L+H = 5.398ft = Span # 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1521.00 0.49 29.07 148.50 0.00 0.00 0.00 0.00 1690.00 0.97 57.42 165.00 0.00 0.00 0.00 0.00 2112.50 0.49 29.07 206.25 0.00 0.00 0.00 0.00 1943.50 0.49 29.07 189.75 0.00 0.00 0.00 0.00 2112.50 0.85 50.33 206.25 0.00 0.00 0.00 0.00 1943.50 0.85 50.33 189.75 0.00 0.00 0.00 0.00 nue Block Line 1 Project Title: Romero-Guerrero Res You can change this area Engineer: Marco A. Limon using the •settings• menu item Project ID: and then using the "Printing & Project Descr: 2-Story Remodel/Addition TiUe Block" selection. TiUe Block Line 6 Printed: 9 NOV 2020, 7:17PM . Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:1220.5.31 I ,II, • DESCRIPTION: Header 3 -4X8 -Up to 6 ft Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb F'b V fv F'v Length = 6.0 ft 1 0.134 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.14 2704.00 0.49 29.07 264.00 +D+0.750lr+0.750L +0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.231 0.191 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.60 625.32 2704.00 0.85 50.33 264.00 +D+0. 750L +0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.231 0.191 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.60 625.32 2704.00 0.85 50.33 264.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.080 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.55 216.69 2704.00 0.30 17.44 264.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.134 0.110 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.92 361.14 2704.00 0.49 29.07 264.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.231 0.191 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.60 625.32 2704.00 0.85 50.33 264.00 +0.600+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.080 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.55 216.69 2704.00 0.30 17.44 264.00 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination Max.'+' Defl Location in Span +D+L+H 1 0.0890 3.010 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 mum 1.215 1.215 Overall MINimum 0.600 0.600 +D+H 0.615 0.615 +D+L+H 1.215 1.215 +D+Lr+H 0.615 0.615 +D+S+H 0.615 0.615 +D+0. 750Lr+0. 750L +H 1.065 1.065 +D+0.750L +0.750S+H 1.065 1.065 +D+0.60W+H 0.615 0.615 +D+0. 750Lr+0. 750L +0.450W+H 1.065 1.065 +D+0. 750L +0. 750S+0.450W+H 1.065 1.065 +0.60D+0.60W+0.60H 0.369 0.369 +D+0.70E+0.60H 0.615 0.615 +D+0.750L +0. 750S+0.5250E+H 1.065 1.065 +0.600+0. 70E+H 0.369 0.369 DOnly 0.615 0.615 LOnly 0.600 0.600 HOnly 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 Wood Beam DESCRIPTION: Header 4 -4X8 -Up to 8 ft CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 9:11AM Software copyright ENERCALC INC. 1983-2020, Build:12.2 • Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-South Wood Grade : No.1 Fb + Fb - Fc -Prtl Fe -Perp Fv Ft 1,300.0psi 1,300.0 psi 850.0psi 520.0 psi 165.0psi 625.0 psi E : Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend -xx 440.0ksi Density 28.720pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling O0.2~ 4x8 l Span= 8.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, L = 0.20, Tributary Width= 1.0 fl, (Rooij DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.75Q 1 4x8 1,268.19psi 1,690.00psi +D+L+H 3.978ft Span# 1 0.139 in 0.000 in 0.282 in 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio = Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 688>=360 0<360 339>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb +D+H Length = 8.0 ft 0.422 0.279 0.90 1.300 1.00 1.00 1.00 1.00 1.00 1.64 642.02 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.750 0.496 1.00 1.300 1.00 1.00 1.00 1.00 1.00 3.24 1,268.19 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.304 0.201 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.64 642.02 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.330 0.218 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.64 642.02 +D+0.750Lr+0.750L +H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.526 0.348 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.84 1,111.65 +D+0.750L +0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 0.572 0.378 1.15 1.300 1.00 1.00 1.00 1.00 1.00 2.84 1,111.65 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Design OK = 0.496: 1 4x8 = 81 .87 psi = 165.00 psi +D+L+H = 7.419ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1521.00 0.70 41 .44 148.50 0.00 0.00 0.00 0.00 1690.00 1.38 81.87 165.00 0.00 0.00 0.00 0.00 2112.50 0.70 41.44 206.25 0.00 0.00 0.00 0.00 1943.50 0.70 41.44 189.75 0.00 0.00 0.00 0.00 2112.50 1.21 71.76 206.25 0.00 0.00 0.00 0.00 1943.50 1.21 71.76 189.75 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: Romero-Guerrero Res You can change this area Engineer: Marco A. Limon using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: 2-Story Remodel/Addition Title Block" selection. Title Block Line 6 Printed: 11 NOV 2020, 9:11AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:1210.5.31 • DESCRIPTION: Header 4 -4X8 -Up to 8 ft Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v Length = 8.0 ft 1 0.237 0.157 160 1.300 1.00 1.00 1.00 1.00 1.00 1.64 642.02 2704.00 0.70 41.44 264.00 +D+0.750Lr+O. 750L +0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.411 0.272 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.84 1,111.65 2704.00 1.21 71.76 264.00 +D+0.750L +O. 750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.411 0.272 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.84 1,111.65 2704.00 1.21 71.76 264.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 0.142 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 385.21 2704.00 0.42 24.87 264.00 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 0.237 0.157 1.60 1.300 1.00 1.00 1.00 1.00 1.00 1.64 642.02 2704.00 0.70 41.44 264.00 +D+0.750L +0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.411 0.272 1.60 1.300 1.00 1.00 1.00 1.00 1.00 2.84 1,111.65 2704.00 1.21 71 .76 264.00 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 0.142 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.98 385.21 2704.00 0.42 24.87 264.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max.•+• Defl Location in Span +D+L+H 0.2824 4.022 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +O. 750S+0.5250E+H +0.60D+0.70E+H DOnly L Only HOnly Support 1 1.620 0.800 0.820 1.620 0.820 0.820 1.420 1.420 0.820 1.420 1.420 0.492 0.820 1.420 0.492 0.820 0.800 Support2 1.620 0.800 0.820 1.620 0.820 0.820 1.420 1.420 0.820 1.420 1.420 0.492 0.820 1.420 0.492 0.820 0.800 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 Wood Beam 1.11. DESCRIPTION: Header 5 -4X14 -Up to 9.75 ft CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 7:40PM Software copyright ENERCALC, INC. 1983--2020, Build:12.20.5.31 • Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 1,300.0psi 1,300.0psi 850.0psi 520.0psi 165.0psi 625.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-South : No.1 Fb- Fc -Pr11 Fe • Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.16) L(0.32) ♦ D 0.2 L 0.2 4x14 Ebend-xx 1,200.0ksi Eminbend -xx 440.0ksi Density 28.720pcf r Span = 9. 750 ft -----, A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, L = 0.20 , Tributary Width= 1.0 ft, (RooQ Uniform Load : D = 0.160, L = 0.320 , Tributary Width= 1.0 ft, {Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.952 1 4x14 1,238.12psi 1,300.00psi +D+L+H Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 4.902ft Span# 1 0.131 in Ratio = 0.000 in Ratio = 0.224 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm +D+H Length = 9.750 ft 0.439 0.304 0.90 1.000 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 Length = 9.750 ft 0.952 0.660 1.00 1.000 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 Length = 9.750 ft 0.316 0.219 1.25 1.000 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 Length = 9.750 ft 0.344 0.238 1.15 1.000 1.00 1.00 1.00 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 Length = 9. 750 ft 0.651 0.451 1.25 1.000 1.00 1.00 1.00 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 Length = 9.750 ft 0.707 0.490 1.15 1.000 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 892>=360 0<360 522 >=240 0<240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 4.39 514.11 10.57 1,238.12 4.39 514.11 4.39 514.11 9.02 1,057.12 9.02 1,057.12 Design OK = 0.660: 1 4x14 = 108.88 psi = 165.00 psi +D+L+H = 8.661 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1170.00 1.40 45.21 148.50 0.00 0.00 0.00 0.00 1300.00 3.37 108.88 165.00 0.00 0.00 0.00 0.00 1625.00 1.40 45.21 206.25 0.00 0.00 0.00 0.00 1495.00 1.40 45.21 189.75 0.00 0.00 0.00 0.00 1625.00 2.87 92.97 206.25 0.00 0.00 0.00 0.00 1495.00 2.87 92.97 189.75 Tifle 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 Wood Beam 1 .11. DESCRIPTION: Header 5 -4X14 -Up to 9.75 ft Load Combination Max Stress Ratios Segment Length Span# M V Cd +D+0.60W+H Length = 9.750 ft 1 0.247 0.171 1.60 +D+0. 750Lr+0. 750L +0.450W+H Length = 9. 750 ft 1 0.508 0.352 1.60 +D+0. 750L +0.750S+0.450W+H Length = 9. 750 ft 1 0.508 0.352 1.60 +0.60D+0.60W+0.60H Length = 9.750 ft 0.148 0.103 1.60 +D+0.70E+0.60H Length = 9.750 ft 1 0.247 0.171 1.60 +D+0. 750L +0.750S+0.5250E+H Length = 9.750 ft 1 0.508 0.352 1.60 +0.60D+0.70E+H Length= 9.750 ft 1 0.148 0.103 1.60 Overall Maximum Deflections CFN Ci Cr 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 7:40PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Moment Values Shear Values Cm Ct CL M lb F'b V Iv F'v 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.39 514.11 2080.00 1.40 45.21 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.02 1,057.12 2080.00 2.87 92.97 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.02 1,057.12 2080.00 2.87 92.97 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.63 308.47 2080.00 0.84 27.13 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.39 514.11 2080.00 1.40 45.21 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.02 1,057.12 2080.00 2.87 92.97 264.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.63 308.47 2080.00 0.84 27.13 264.00 Load Combination Span Max.•.• Deft Location in Span Load Combination Max."+" Deft Location in Span +D+L+H 1 0.2241 4.902 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.335 4.335 Overall MINimum 2.535 2.535 +D+H 1.800 1.800 +D+L+H 4.335 4.335 +D+Lr+H 1.800 1.800 +D+S+H 1.800 1.800 +D+0.750Lr+0. 750L +H 3.701 3.701 +D+0.750L +0.750S+H 3.701 3.701 +D+0.60W+H 1.800 1.800 +D+0. 750Lr+0.750L +0.450W+H 3.701 3.701 +D+0. 750L +0. 750S+0.450W+H 3.701 3.701 +0.60D+0.60W+0.60H 1.080 1.080 +D+0.70E+0.60H 1.800 1.800 +D+0. 750L +0.750S+0.5250E+H 3.701 3.701 +0.60D+0.70E+H 1.080 1.080 DOnly 1.800 1.800 LOnly 2.535 2.535 H Only TiUe Block Line 1 Project Title: Romero-Guerrero Res You can change this area using the "Settings" menu item and thl!fl using the "Printing & TiUe Block" selection. Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition • nue Block Line 6 Printed: 11 NOV 2020, 7:39PM lie: omero es. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Buikl:1220.5.31 t ,ff, DESCRIPTION: Header 6 • 4X10 -Up to 6 ft CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties . . . Analysis Method : Allowable Stress Design Load Combination :A.SCE 7 -16 Fb + 1,300.0psi 1,300.0psi 850.0psi 520.0psi 165.0psi 625.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-South Wood Grade : No.1 Fb- Fc -Prtl Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling --------,------0(0 16) L 0.32 t 0(0 2) L(0.2) 4x10 Span• 6.0 ft Ebend-xx 1,200.0ksi Eminbend -xx 440.0ksi Density 28.720pcf f A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.20, L = 0.20, Tributary Width= 1.0 ft, (Rooij Uniform Load : D = 0.160, L = 0.320 , Tributary Width = 1.0 fl, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.615 1 4x10 959.04psi 1,560.00psi +D+L+H 2.983ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.055 in 0.000 in 0.094 in 0.000 in Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr Cm +D+H Length = 6.0 ft 0.282 0.259 0.90 1.200 1.00 1.00 1.00 +D+L+H 1.200 1.00 1.00 1.00 Length = 6.0 ft 0.615 0.563 1.00 1.200 1.00 1.00 1.00 +D+Lr+H 1.200 1.00 1.00 1.00 Length = 6.0 ft 0.203 0.186 1.25 1.200 1.00 1.00 1.00 +D+S+H 1.200 1.00 1.00 1.00 Length = 6.0 fl 0.221 0.202 1.15 1.200 1.00 1.00 1.00 +D+0.750Lr+0. 750L +H 1.200 1.00 1.00 1.00 Length = 6.0 fl 0.420 0.384 1.25 1.200 1.00 1.00 1.00 +D+0. 750L +0.750S+H 1.200 1.00 1.00 1.00 Length = 6.0 ft 0.456 0.418 1.15 1.200 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 1303>=360 0<360 764>=240 0<240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 1.65 396.46 3.99 959.04 1.65 396.46 1.65 396.46 3.40 818.40 3.40 818.40 Desi n OK = 0.563: 1 4x10 = 92.93 psi = 165.00 psi +D+L+H = 5.263 ft = Span# 1 Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 1404.00 0.83 38.42 148.50 0.00 0.00 0.00 0.00 1560.00 2.01 92.93 165.00 0.00 0.00 0.00 0.00 1950.00 0.83 38.42 206.25 0.00 0.00 0.00 0.00 1794.00 0.83 38.42 189.75 0.00 0.00 0.00 0.00 1950.00 1.71 79.30 206.25 0.00 0.00 0.00 0.00 1794.00 1.71 79.30 189.75 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 Wood Beam 1.11. DESCRIPTION: Header 6 -4X10 -Up to 6 ft Load Combination Max Stress Ratios Segment Length Span# M V Cd +D+0.60W+H Length = 6.0 fl 0.159 0.146 1.60 +D+0.750Lr+0.750L +0.450W+H Length = 6.0 fl 1 0.328 0.300 1.60 +D+0.750L +O. 750S+0.450W+H Length = 6.0 fl 1 0.328 0.300 1.60 +0.60D+0.60W+0.60H Length = 6.0 fl 0.095 0.087 1.60 +D+0.70E+0.60H Length = 6.0 fl 0.159 0.146 1.60 +D+0.750L +0. 750S+0.5250E+H Length = 6.0 fl 1 0.328 0.300 1.60 +0.60D+0.70E+H Length = 6.0 fl 1 0.095 0.087 1.60 Overall Maximum Deflections CFN Ci Cr Cm 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020 7:39PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Moment Values Shear Values Ct CL M fb F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.65 396.46 2496.00 0.83 38.42 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 3.40 818.40 2496.00 1.71 79.30 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 3.40 818.40 2496.00 1.71 79.30 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 237.88 2496.00 0.50 23.05 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.65 396.46 2496.00 0.83 38.42 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 3.40 818.40 2496.00 1.71 79.30 264.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.99 237.88 2496.00 0.50 23.05 264.00 Load Combination Span Max.•.• Deft Location In Span Load Combination Max.'+' Deft Location In Span +D+L+H 0.0942 3.017 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall mum 2.659 2.659 Overall MINimum 1.560 1.560 +D+H 1.099 1.099 +D+L+H 2.659 2.659 +D+Lr+H 1.099 1.099 +D+S+H 1.099 1.099 +D+0.750Lr+O. 750L +H 2.269 2.269 +D+0.750L +0.750S+H 2.269 2.269 +D+0.60W+H 1.099 1.099 +D+0.750Lr+O. 750L +0.450W+H 2.269 2.269 +D+0.750L +0.750S+0.450W+H 2.269 2.269 +0.60D+0.60W+0.60H 0.660 0.660 +D+0. 70E+0.60H 1.099 1.099 +D+0.750L +0. 750S+0.5250E+H 2.269 2.269 +0.60D+0.70E+H 0.660 0.660 DOnly 1.099 1.099 LOnly 1.560 1.560 H Only ntle Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & nue Block" selection. • ntle Block Line 6 Wood Beam I ,II, DESCRIPTION: Beam 1A-PSL 5.25"x14" CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 29 NOV 2020, 9:12AM Software copyright ENERCAI.C, INC. 1983-2020, Build:12.20.5.31 • Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ;A.SCE 7-16 Fb+ Fb - 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing f : iLevel Truss Joist : Parallam PSL 2.0E Fc -Prtl Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0 (0.22) L(0.22) ♦ 5.25x14.0 Span = 18.0 ft 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf " A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.220, L = 0.220, Tributary Width= 1.0 ft, (Rooij DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.448 1 5.25x14.0 1,293.46psi 2,900.00psi +D+L+H 8.970ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.218 in Ratio = 0.000 in Ratio = 0.451 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 992>=360 0<360 478>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C i Cr Cm CI CL M fb +O+H Length= 18.0 ft 0.257 0.145 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.58 670.02 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 18.0 ft 0.446 0.252 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.49 1,293.46 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.185 0.105 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.58 670.02 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.201 0.114 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.58 670.02 +D+0.750Lr+O. 750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.314 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.26 1,137.60 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.341 0.193 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.26 1,f37.60 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Design OK = 0.252 : 1 5.25x14.0 = 73.18 psi = 290.00 psi +D+L+H = 16.856ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 1.86 37.91 261.00 0.00 0.00 0.00 0.00 2900.00 3.59 73.18 290.00 0.00 0.00 0.00 0.00 3625.00 1.86 37.91 362.50 0.00 0.00 0.00 0.00 3335.00 1.86 37.91 333.50 0.00 0.00 0.00 0.00 3625.00 3.15 64.36 362.50 0.00 0.00 0.00 0.00 3335.00 3.15 64.36 333.50 0.00 0.00 0.00 0.00 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 Wood Beam 1.11 , DESCRIPTION: Beam 1A-PSL 5.25"x14" Load Combination Max Stress Ratios Segment Length Span# M V Length = 18.0 ft 1 0.144 0.082 +D+0.750Lr+O. 750L +0.450W+H Length = 18.0 ft 1 0.245 0.139 +D+0.750L +0.750S+0.450W+H Length= 18.0 ft 1 0.245 0.139 +0.60D+0.60W+0.60H Length= 18.0 ft 0.087 0.049 +1.112D+1.750E+0.60H Length = 18.0 ft 0.161 0.091 +1.084D+0.750L +0. 750S+1.313E+H Length = 18.0 ft 1 0.257 0.146 +0.4879D+1.750E+H Length = 18.0 ft 0.070 0.040 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +O. 750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+O. 70E+0.60H +D+0.750L +O. 750S+0.5250E+H +0.60D+0.70E+H D Only L Only HOnly Span Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 29 NOV 2020, 9:12AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Moment Values Shear Values Cd CFN Ci c, Cm Ct CL M lb Pb V fv F'v 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.58 670.02 4640.00 1.86 37.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.26 1,137.60 4640.00 3.15 64.36 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.26 1,137.60 4640.00 3.15 64.36 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.75 402.01 4640.00 1.11 22.75 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.65 745.16 4640.00 2.07 42.16 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.06 1,193.95 4640.00 3.31 67.55 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.67 326.88 4640.00 0.91 18.49 464.00 Max. • -• Deft Location in Span Load Combination Max. '+' Deft Location in Span 0.4514 9.030 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 4.108 1.980 2.128 4.108 2.128 2.128 3.613 3.613 2.128 3.613 3.613 1.277 2.128 3.613 1.277 2.128 1.980 Support2 4.108 1.980 2.128 4.108 2.128 2.128 3.613 3.613 2.128 3.613 3.613 1.277 2.128 3.613 1.277 2.128 1.980 Titie Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. • TiUe Block Line 6 Wood Beam DESCRIPTION: Beam 1A-6X16 CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition I : omero es. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . . Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.2 Fb + Fb - Fc -Prtl Fe -Perp Fv Ft 900.0 psi 900.0 psi 1,350.0psi 625.0psi 180.0psi 575.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.22 L 0.22 r- 6x16 Span = 16.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.220, L = 0.220 , Tributary Width= 1.0 ft, (RooQ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.888 1 6x16 799.42psi 900.00psi +D+L Maximum Shear Stress Ratio Section used for this span 8.000ft Span# 1 0.119 in Ratio = 0.000 in Ratio= 0.249 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1606>=360 0<360 771 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M lb DOnly Length = 16.0 ft 0.513 0.174 0.90 0.972 1.00 1.00 1.00 1.00 1.00 7.63 415.82 +D+L 0.972 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft 0.888 0.301 1.00 0.972 1.00 1.00 1.00 1.00 1.00 14.67 799.42 +D+0.750L 0.972 1.00 1.00 1.00 1.00 1.00 Length = 16.0 ft , 0.625 0.212 1.25 0.972 1.00 1.00 1.00 1.00 1.00 12.91 703.52 +0.60D 0.972 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 1 0.173 0.059 1.60 0.972 1.00 1.00 1.00 1.00 1.00 4.58 249.49 Overall Maximum Deflections Load Combination Span Max.•.• Deft Location in Span Load Combination +D+L 1 0.2490 8.058 Design OK = 0.301 : 1 6x16 = 54.17 psi = 180.00 psi +D+L = 14.715ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 810.00 1.60 28.18 162.00 0.00 0.00 0.00 0.00 900.00 3.08 54.17 180.00 0.00 0.00 0.00 0.00 1125.00 2.71 47.67 225.00 0.00 0.00 0.00 0.00 1440.00 0.96 16.91 288.00 Max."+" Deft Location in Span 0.0000 0.000 nue 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 Wood Beam 1,11, DESCRIPTION: Beam 1A -6X16 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Support 1 3.668 1.760 1.908 3.668 3.228 1.145 1.760 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 8:13PM Softwill9 copyright ENERCALC, INC. 1983-2020, Bulld:12.20. • Support notation : Far left is #1 Values in KIPS Support 2 3.668 1.760 1.908 3.668 3.228 1.145 1.760 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Romero-Guerrero Res Engineer: Marco A Limon Project ID: Project Descr: 2-Story Remodel/Addition • Title Block Line 6 Printed: 9 NOV 2020, 7:37PM ile: omero es. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 ,., .. DESCRIPTION: Beam 1 B -PSL 7"x18" CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties • Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Fb-Ebend-xx 2,000.0ksi Fc-Prll Fe -Perp Fv Eminbend -xx 1,016.54ksi Wood Species Wood Grade Beam Bracing f : ilevel Truss Joist : Parallam PSL 2.0E Ft : Beam is Fully Braced against lateral-torsional buckling v D 0.03 0(0 36)0L 0.36 D(0.125l L(0.25) 7x18 Span = 22.670 ft 750.0psi 290.0psi 2,025.0psi Density 32.210pcf v t 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1250, L = 0.250, Tributary Width= 1.0 ft, (Floor1) Uniform Load : D = 0.360, L = 0.360 , Tributary Width = 1.0 ft, (Roon Uniform Load : D = 0.030, Tributary Width= 1.0 ft, (Wa111) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.848 1 7x18 2,351.80psi 2,772.37psi +D+L+H Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 11.335ft Span# 1 0.536 in Ratio = 0.000 in Ratio = 1.013 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 507 >=360 0<360 268 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm CI CL M fb +D+H Length = 22.670 ft 0.444 0.244 0.90 0.956 1.00 1.00 1.00 1.00 1.00 34.89 1,107.77 +D+L+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.848 0.466 1.00 0.956 1.00 1.00 1.00 1.00 1.00 74.08 2,351.80 +D+Lr+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.320 0.176 1.25 0.956 1.00 1.00 1.00 1.00 1.00 34.89 1,107.77 +D+S+H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.347 0.191 1.15 0.956 1.00 1.00 1.00 1.00 1.00 34.89 1,107.77 +D+0.750Lr+0.750L +H 0.956 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.589 0.324 1.25 0.956 1.00 1.00 1.00 1.00 1.00 64.29 2,040.79 +D+0. 750L +0.750S+H 0.956 1.00 1.00 1.00 1.00 1.00 Design OK = 0.466: 1 7x18 = 135.17 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2495.14 5.35 63.67 261.00 0.00 0.00 0.00 0.00 2772.37 11.35 135.17 290.00 0.00 0.00 0.00 0.00 3465.47 5.35 63.67 362.50 0.00 0.00 0.00 0.00 3188.23 5.35 63.67 333.50 0.00 0.00 0.00 0.00 3465.47 9.85 117.29 362.50 0.00 0.00 0.00 0.00 TiUe Block Line 1 You can change this area using the •settings• menu item and then using the "Printing & TiUe Block" selection. TiUe Block Line 6 Wood Beam •. ,1. DESCRIPTION: Beam 1 B -PSL 7"x18" Load Combination Max Stress Ratios Segment Length Span# M V Length = 22.670 ft 1 0.640 0.352 +D+0.60W+H Length = 22.670 ft 1 0.250 0.137 +D+0.750Lr+0.750L +0.450W+H Length = 22.670 fl 1 0.460 0.253 +D+O. 750L +0.750S+0.450W+H Length= 22.670 fl 1 0.460 0.253 +0.600+0.60W+0.60H Length = 22.670 ft 0.150 0.082 +1.0920+1.750E+0.60H Length= 22.670 fl 1 0.273 0.150 +1.069D+0.750L +0.750S+1.313E+H Length = 22.670 fl 1 0.477 0.262 +0.50780+1.750E+H Length = 22.670 fl 1 0.127 0.070 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+0.750L +O. 750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only LOnly H Only Span Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Cd CFN Ci Cr Cm Ct CL 1.15 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 0.956 1.00 1.00 1.00 1.00 1.00 1.60 0.956 1.00 1.00 1.00 1.00 1.00 Max. "·' Defl Location in Span Load Combination 1.0131 11.418 Support notation : Far left is #1 Support 1 13.071 6.914 6.157 13.071 6.157 6.157 11.343 11.343 6.157 11.343 11.343 3.694 6.157 11.343 3.694 6.157 6.914 Support 2 13.071 6.914 6.157 13.071 6.157 6.157 11.343 11.343 6.157 11.343 11.343 3.694 6.157 11.343 3.694 6.157 6.914 Printed: 9 NOV 2020, 7:37PM Fie: omero es. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . I . Moment Values Shear Values M lb F'b V fv F'v 64.29 2,040.79 3188.23 9.85 117.29 333.50 0.00 0.00 0.00 0.00 34.89 1,107.77 4435.80 5.35 63.67 464.00 0.00 0.00 0.00 0.00 64.29 2,040.79 4435.80 9.85 117.29 464.00 0.00 0.00 0.00 0.00 64.29 2,040.79 4435.80 9.85 117.29 464.00 0.00 0.00 0.00 0.00 20.94 664.66 4435.80 3.21 38.20 464.00 0.00 0.00 0.00 0.00 38.11 1,209.96 4435.80 5.84 69.54 464.00 0.00 0.00 0.00 0.00 66.70 2,117.44 4435.80 10.22 121.70 464.00 0.00 0.00 0.00 0.00 17.72 562.47 4435.80 2.72 32.33 464.00 Max. '+' Defl Location in Span 0.0000 0.000 Values in KIPS TiUe 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 Wood Beam DESCRIPTION: Beam 18-GLB 10.75"x16.5" CODE REFERENCES Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 11 :24AM ile: omero es. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 • Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : OF/OF Wood Grade : 24F -V4 Fb + Fb - Fc -Prtl Fe -Perp Fv Ft 2,400.0psi 1,850.0psi 1,650.0psi 650.0psi 265.0psi 1,100.0psi E : Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0 ksi Density 31 .20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.03 .. • D(0. 12si L(0.25) • • 0(0.36) L{0.36) • ~ 0 10.75x16.5 Span = 22.670 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.360, L = 0.360, Tributary Width= 1.0 ft, (Roory Uniform Load : D = 0.1250, L = 0.250 , Tributary Width = 1.0 ft, (Floor) Uniform Load : D = 0.030 , Tributary Width = 1.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = o.ssa 1 10.75x16.5 1,838.70psi 2,142.33 psi +D+L+H 11.335ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.503 in Ratio = 0.000 in Ratio = 0.960 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 540>=360 0<360 283 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb +O+H Length = 22.670 ft 0.454 0.196 0.90 0.893 1.00 1.00 1.00 1.00 1.00 35.55 874.65 +D+L+H 0.893 1.00 1.00 1.00 1.00 1.00 Length= 22.670 ft 0.858 0.372 1.00 0.893 1.00 1.00 1.00 1.00 1.00 74.74 1,838.70 +D+Lr+H 0.893 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.327 0.141 1.25 0.893 1.00 1.00 1.00 1.00 1.00 35.55 874.65 +D+S+H 0.893 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.355 0.154 1.15 0.893 1.00 1.00 1.00 1.00 1.00 35.55 874.65 +D+0.750Lr+0.750L +H 0.893 1.00 1.00 1.00 1.00 1.00 Length = 22.670 ft 0.597 0.258 1.25 0.893 1.00 1.00 1.00 1.00 1.00 64.94 1,597.68 +D+0.750L +0.750S+H 0.893 1.00 1.00 1.00 1.00 1.00 Design OK = 0.372: 1 10.75x16.5 = 98.50 psi = 265.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1928.10 5.54 46.85 238.50 0.00 0.00 0.00 0.00 2142.33 11.65 98.50 265.00 0.00 0.00 0.00 0.00 2677.91 5.54 46.85 331.25 0.00 0.00 0.00 0.00 2463.68 5.54 46.85 304.75 0.00 0.00 0.00 0.00 2677.91 10.12 85.59 331.25 0.00 0.00 0.00 0.00 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 Wood Beam DESCRIPTION: Beam 1B-GLB 10.75"x16.5" Load Combination Max Stress Ratios Segment Length Span# M V Cd Length = 22.670 ft 1 0.648 0.281 1.15 +D+0.60W+H Length = 22.670 fl 0.255 0.111 1.60 +D+0.750Lr+0. 750L +0.450W+H Length = 22.670 fl 1 0.466 0.202 1.60 +D+0.750L +0.750S+0.450W+H Length = 22.670 fl 1 0.466 0.202 1.60 +0.60D+0.60W+0.60H Length = 22.670 fl 0.153 0.066 1.60 +1.0920+1.750E+0.60H Length = 22.670 fl 0.279 0.121 1.60 +1.069D+0.750L +0.750S+1.313E+H Length = 22.670 ft 1 0.484 0.210 1.60 +0.5078D+1.750E+H Length = 22.670 fl 1 0.130 0.056 1.60 Overall Maximum Deflections CFN Ci Cr 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 0.893 1.00 1.00 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 11:24AM Softwa,e copyright ENERCALC, INC. 1983-2020, Build:1210.5.31 • Moment Values Shear Values Cm CI CL M fb F'b V fv F'v 1.00 1.00 1.00 64.94 1,597.68 2463.68 10.12 85.59 304.75 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 35.55 874.65 3427.73 5.54 46.85 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 64.94 1,597.68 3427.73 10.12 85.59 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 64.94 1,597.68 3427.73 10.12 85.59 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 21.33 524.79 3427.73 3.32 28.11 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 38.83 955.33 3427.73 6.05 51.18 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 67.40 1,658.20 3427.73 10.50 88.83 424.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 18.05 444.11 3427.73 2.81 23.79 424.00 Load Combination Span Max.•.• Deft Location in Span Load Combination Max.'+' Deft Location in Span +D+L+H 1 0.9601 11.418 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXlmum 13.187 13.187 Overall MINimum 6.914 6.914 +D+H 6.273 6.273 +D+L+H 13.187 13.187 +D+Lr+H 6.273 6.273 +D+S+H 6.273 6.273 +D+0.750Lr+0.750L +H 11.459 11.459 +D+0. 750L +0.750S+H 11.459 11.459 +D+0.60W+H 6.273 6.273 +D+0. 750Lr+0.750L +0.450W+H 11.459 11.459 +D+0. 750L +0.750S+0.450W+H 11.459 11.459 +0.60D+0.60W+0.60H 3.764 3.764 +D+0.70E+0.60H 6.273 6.273 +D+0.750L +0. 750S+0.5250E+H 11.459 11.459 +0.60D+0.70E+H 3.764 3.764 DOnly 6.273 6.273 L Only 6.914 6.914 HOnly TIUe 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 General Footing DESCRIPTION: BM-1 B -Isolated Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcin Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis = = Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone A lied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = = = = = = = D # # 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.850 = = 0.00180 = = 3.50 ft 3.50 fl 24.0 in in in in 3.0 in 6 5 6 5 nla n/a n/a 1.50 : 1 1.50 : 1 Yes Yes No No Lr 6.2 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 1:09PM Softw8l8 copyright ENERCALC, INC. 1983-2020, Build:12.20 Soil Design Values Allowable Soil Bearin~ Increase Bearing By ooting Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than z L s w 6.90 . . - = = = = = = = = = ;., . E 1.50 ksf No 250.0 pct 0.30 H ft ksf ft ksf fl k ksf k-ft k-ft k k TiUe 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 General Footing t ,I I • DESCRIPTION: BM-1 B -Isolated Footing Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 1:09PM _D_E_S_IG_N_S_U_M_M_J\_R_Y ___________________________ ~--!Mi-1,1•1'-- Min. Ratio PASS 0.9060 PASS n/a PASS n/a PASS nla PASS n/a PASS nla PASS 0.07039 PASS 0.07039 PASS 0.07039 PASS 0.07039 PASS n/a PASS 0.0 PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X. D Onlv X-X. +D+L X-X. +D+0.750L X-X. +0.60D Z-2. D Onlv Z-Z. +D+L Z-Z. +D+0.750L Z-2. +0.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X. +1.40D X-X. +1.40D X-X. +1.20D+1.60L X-X. +1.20D+1.60L X-X. +1.20D+L X-X. +1.20D+L X-X. +1.20D X-X. +1.20D X-X, +0.90D X-X. +0.90D Z-Z. +1.40D Z-Z. +1.40D Z-Z. +1.20D+1 .60L Z-Z. +1.20D+1 .60L Z-Z. +1.20D+L Z-Z. +1.20D+L Item Soil Bearing Overturning -X-X Overturning -2-2 Sliding -X-X Sliding -2-2 Uplift 2 Flexure ( + X) 2 Flexure (-X) X Flexure ( + 2) X Flexure (-2) 1-way Shear ( + X) 1-way Shear (-X) 1-way Shear (+2) 1-way Shear (-2) 2-way Punching Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc nla nla n/a nla 0.0 0.0 0.0 0.0 Applied 1.359 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 2.310 k-ft/ft 2.310 k-ft/ft 2.310 k-ft/ft 2.310 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 7.857 psi Zecc (in) 0.0 0.0 0.0 0.0 nla nla n/a nla Overturning Moment Sliding Force Mu Side Tension k-ft Surface 1.085 +2 Bottom 1.085 -2 Bottom 2.310 +2 Bottom 2.310 -2 Bottom 1.793 +2 Bottom 1.793 -2 Bottom 0.930 +2 Bottom 0.930 -Z Bottom 0.6975 · +Z Bottom 0.6975 -2 Bottom 1.085 -X Bottom 1.085 +X Bottom 2.310 -X Bottom 2.310 +X Bottom 1.793 -X Bottom 1.793 +X Bottom Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 32.815 k-ft/ft 32.815 k-ft/ft 32.815 k-ft/ft 32.815 k-ft/ft 85.0 psi 0.0 psi 85.0 psi 85.0 psi 85.0 psi Govemlng Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L n/a n/a n/a n/a +1.20D+1.60L Actual Soll Bearing Stress ! Location Bottom, -Z Top, +Z Le , -X Right, +X 0.7961 0.7961 nla n/a 1.359 1.359 nla nla 1.219 1.219 nla n/a 0.4777 0.4777 nla n/a nla n/a 0.7961 0.7961 nla nla 1.359 1.359 n/a n/a 1.219 1.219 nla n/a 0.4777 0.4777 Resisting Moment Stability Ratio Actual / Allow Ratio 0.531 0.906 0.813 0.319 0.531 0.906 0.813 0.319 Status All units k Resisting Force As Req'd Gvm.As in•2 in•2 0.5184 Min Temp% 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % Stability Ratio Actual As Phl*Mn in•2 k-ft 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 · 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 Status Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK TiUe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. · TiUe Block Line 6 General Footing 1.1 1, DESCRIPTION: BM-1 B -Isolated Footing Footing Flexure Flexure Axis & Load Combination Mu k-ft Z-Z. +1.20D 0.930 Z-Z. +1.20D 0.930 Z-Z. +0.90D 0.6975 Z-Z. +0.90D 0.6975 One Way Shear Side Tension Surface -X Bottom +X Bottom -X Bottom +X Bottom Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Software copyright ENERCALC INC. 1983-2020, Build:12.20 • As Req'd Gvm.As Actual As Phl•Mn Status in•2 in•2 in•2 k-ft 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK Load Combination ... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu /Phi-Vn Status +1.40D o.00Psi 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK +1.20D+1.60L o.00Psi 0.00 psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK +1.20D+L o.00Psi 0.00 psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK +1.20D o.00Psi 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK +0.90D 0.00 psi 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK Two-Way "Punching" Shear All units k Load Combination ... Vu Phi"Vn Vu/ Phi-Vn Status +1.40D 3.69 psi 170.00psi 0.02171 OK + 1.20D+ 1.60L 7.86 psi 170.00psi 0.04622 OK +1.20D+L 6.10 psi 170.00psi 0.03586 OK +1.20D 3.16 psi 170.00psi 0.01861 OK +0.90D 2.37 psi 170.00psi 0.01396 OK 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 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 t,11: DESCRIPTION: Beam 1C -4X12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties . . . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing r : Douglas Fir-Larch : No.2 Fc • Pr11 Fe • Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.1 L 0.1 4x12 Span = 8.250 ft 900psi Ebend-xx 1600ksi 1350psi Eminbend • xx 580ksi 625psi 180 psi 575psi Density 31.21 pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10, L = 0.10 , Tributary Width = 1.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 0.291: 1 4x12 288.37psi 990.00psi +D+L Maximum Shear Stress Ratio Section used for this span 4.125ft Span# 1 0.016 in 0.000 in 0.033 in 0.000 in Ratio = Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 6274>=360 0<360 3008 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb DOnly Length = 8.250 ft 0.168 0.081 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.92 150.09 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.250 ft 0.291 0.141 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.77 288.37 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.250 ft 0.205 0.099 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.56 253.80 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 8.250 ft 1 0.057 0.027 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.55 90.05 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination +D+L 1 0.0329 4.155 Design OK = 0.141 : 1 4x12 = 25.35 psi = 180.00 psi +D+L = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 891.00 0.35 13.20 162.00 0.00 0.00 0.00 0.00 990.00 0.67 25.35 180.00 0.00 0.00 0.00 0.00 1237.50 0.59 22.31 225.00 0.00 0.00 0.00 0.00 1584.00 0.21 7.92 288.00 Max.•+• Defl Location in Span 0.0000 0.000 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 Wood Beam , .. ,' DESCRIPTION: Beam 1C-4X12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Support 1 0.860 0.413 0.448 0.860 0.757 0.269 0.413 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 11 :32AM 11&: Romero es.e Software copyright ENERCALC, INC. 1983-2020, BuHd:12.20.5.31 Support notation : Far left is #1 Values in KIPS Support2 0.860 0.413 0.448 0.860 0.757 0.269 0.413 TIUe Block Line 1 Project Title: Romero-Guerrero Res You can change this area using the "Settings" menu item and then using the "Printing & nue Block" selection. Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Title Block Line 6 Printed: 10 NOV 2020, 8:02PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: Beam 1D -4X12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 900.0 psi 900.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc -Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 6 0(0.5) L(0.5) D 0.1) L{Q, 1) • 4x12 Span= 8.750 ft 1,350.0psi 625.0psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D =0.10, L=0.10, Tributary Width= 1.0ft, (Floor) Point Load : D = 0.50, L = 0.50 k@ 3.50 ft, (BM-1 D) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.659 1 4x12 652.29psi 990.00psi +D+L Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Defleciion Max Upward Total Deflection = = = = 3.513ft Span# 1 0.037 in Ratio = 0.000 in Ratio = 0.076 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm DOnly Length = 8. 750 ft 0.373 0.159 0.90 1.100 1.00 1.00 1.00 +D+L 1.100 1.00 1.00 1.00 Length = 8.750 ft 0.659 0.279 1.00 1.100 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.00 1.00 Length = 8.750 ft 0.463 0.196 1.25 1.100 1.00 1.00 1.00 +0.60D 1.100 1.00 1.00 1.00 Length = 8.750 ft 1 0.126 0.054 1.60 1.100 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span +O+L 1 0.0762 4.279 Load Combination Location of maximum on span Span # where maximum occurs 2819>=360 0<360 1378>=240 0<240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Moment Values M lb 2.05 332.52 4.01 652.29 3.52 572.35 1.23 199.51 Design OK = 0.279: 1 4x12 = 50.26 psi = 180.00 psi +D+L = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 891.00 0.67 25.69 162.00 0.00 0.00 0.00 0.00 990.00 1.32 50.26 180.00 0.00 0.00 0.00 0.00 1237.50 1.16 44.11 225.00 0.00 0.00 0.00 0.00 1584.00 0.40 15.41 288.00 Max.'+' Defl Location in Span 0.0000 0.000 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 Wood Beam 1 .11 , DESCRIPTION: Beam 1D-4X12 Vertical Reactions Load Combination Overall ·mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Support 1 1.512 0.738 0.775 1.512 1.328 0.465 0.738 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 8:02PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . . Support notation : Far left is #1 Values in KIPS Support 2 1.312 0.638 0.675 1.312 1.153 0.405 0.638 TIUe Block line 1 Project Title: Romero-Guerrero Res You can change this area using the •settings• menu item and then using the "Printing & TIUe Block" selection. Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition nue Block line 6 Printed: 10 NOV 2020, 8:05PM Wood Beam Software copyright ENERCALC INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: Beam 1E -4X12 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fb - Fc -Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0(0.5) L(0.5) D 0.05 L 0.1 4x1 2 Span = 12.250 ft 1,350.0psi 625.0psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.050, L = 0.10, Tributary Width = 1.0 fl, (Floor) Point Load : D = 0.50, L = 0.50 k@3.50 fl, (BM-10) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.818 1 4x12 809.64psi 990.00psi +D+L Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 4.337fl Span# 1 0.115 in Ratio = 0.000 in Ratio = 0.199 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm D Only Length = 12 .250 ft 0.392 0.156 0.90 1.100 1.00 1.00 1.00 +D+L 1.100 1.00 1.00 1.00 Length = 12.250 ft 0.818 0.327 1.00 1.100 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.00 1.00 Length = 12.250 ft 0.561 0.224 1.25 1.100 1.00 1.00 1.00 +0.600 1.100 1.00 1.00 1.00 Length = 12.250 ft 1 0.132 0.053 1.60 1.100 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.'.' Defl Location in Span +D+L 1 0.1986 5.901 Load Combination Location of maximum on span Span # where maximum occurs 1276 >=360 0<360 740>=240 0<240 C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Moment Values M fb 2.15 349.02 4.98 809.64 4.27 694.06 1.29 209.41 Design OK = 0.327 : 1 4x12 = 58.80 psi = 180.00 psi +D+L = O.OOOfl = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 891.00 0.66 25.27 162.00 0.00 0.00 0.00 0.00 990.00 1.54 58.80 180.00 0.00 0.00 0.00 0.00 1237.50 1.32 50.42 225.00 0.00 0.00 0.00 0.00 1584.00 0.40 15.16 288.00 Max.'+' Oefl Location in Span 0.0000 0.000 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 Wood Beam DESCRIPTION: Beam 1 E -4X12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Support 1 1.685 0.970 0.716 1.685 1.443 0.429 0.970 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 10 NOV 2020, 8:05PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 I Support notation : Far left is #1 Values in KIPS Support 2 1.257 0.755 0.501 1.257 1.068 0.301 0.755 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Title Block Line 6 Printed: 11 NOV 2020, 7:22PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: Beam 1 F-PSL 5.25"x11.875" CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2,900.0psi 2,900.0 psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Fc -Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 3 5x11 .875 Span = 13.250 fl 750.0 psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.040, L = 0.080 , Tributary Width = 1.0 ft, (Floor) Point Load : D = 0.80, L = 0.80 k@ 12.60 ft, (BM-10) Point Load : D = 0.70, L = 1.0 k@ 4.670 ft, (BM-1F) Uniform Load : D = 0.140, L = 0.140 , Tributary Width= 1.0 ft, (Rooij Uniform Load : D = 0.10, Tributary Width= 1.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.801: 1 3.5x11.875 2,324.20psi 2,900.00psi +D+L+H 5.626ft Span# 1 Maximum Shear Stress Ratio Section used for this span = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.244 in Ratio = 0.000 in Ratio = 0.515 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm +D+H Length = 13.250 ft 0.465 0.295 0.90 1.000 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 Length = 13.250 ft 0.801 0.506 1.00 1.000 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 Length = 13 .250 ft 0.335 0.212 1.25 1.000 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 Length = 13.250 ft 0.364 0.231 1.15 1.000 1.00 1.00 1.00 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 651 >=360 0<360 308>=240 0<240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 8.32 1,213.37 15.93 2,324.20 8.32 1,213.37 8.32 1,213.37 Design OK = 0.506: 1 3.5x11.875 = 146.65 psi = 290.00 psi +D+L+H = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 2.13 76.90 261 .00 0.00 0.00 0.00 0.00 2900.00 4.06 146.65 290.00 0.00 0.00 0.00 0.00 3625.00 2.13 76.90 362.50 0.00 0.00 0.00 0.00 3335.00 2.13 76.90 333.50 0.00 0.00 0.00 0.00 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 Wood Beam I ,If, DESCRIPTION: Beam 1 F-PSL 5.25"x11.875" Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Length= 13.250 ft 1 0.564 0.356 1.25 1.000 +D+0.750L +0.750S+H 1.000 Length = 13.250 ft 0.614 0.387 1.15 1.000 +D+0.60W+H 1.000 Length= 13.250 ft 0.262 0.166 1.60 1.000 +D+0.750Lr+O. 750L +0.450W+H 1.000 Length = 13.250 ft 1 0.441 0.278 1.60 1.000 +D+O. 750L +0.750S+0.450W+H 1.000 Length = 13.250 ft 1 0.441 0.278 1.60 1.000 +0.60D+0.60W+0.60H 1.000 Length = 13.250 ft 0.157 0.099 1.60 1.000 +1.112D+1.750E+0.60H 1.000 Length = 13.250 ft 0.291 0.184 1.60 1.000 +1.084D+O. 750L +O. 750S+1.313E+H 1.000 Length = 13.250 ft 1 0.463 0.292 1.60 1.000 +0.4879D+1.750E+H 1.000 Length = 13.250 ft 0.128 0.081 1.60 1.000 Overall Maximum Deflections Load Combination Span Max.•.• Defl +D+L+H 1 0.5150 Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 6.588 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020. 7:22PM 1 : omero es.ec6 Software copyright ENERCALC, INC. 198l-2020, Build:12.20.5.31 . . . Moment Values Shear Values Cm Ct CL M lb F'b V fv F'v 1.00 1.00 1.00 14.03 2,046.07 3625.00 3.58 129.21 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.03 2,046.07 3335.00 3.58 129.21 333.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 8.32 1,213.37 4640.00 2.13 76.90 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.03 2,046.07 4640.00 3.58 129.21 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.03 2,046.07 4640.00 3.58 129.21 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.99 728.02 4640.00 1.28 46.14 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 9.25 1,349.44 4640.00 2.37 85.52 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 14.72 2,147.99 4640.00 3.76 135.68 464.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 4.06 591.96 4640.00 1.04 37.52 464.00 Load Combination Max.'+' Defl Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.553 5.495 Overall MINimum 2.144 2.571 +D+H 2.409 2.924 +D+L+H 4.553 5.495 +D+Lr+H 2.409 2.924 +D+S+H 2.409 2.924 +D+O. 750Lr+0.750L +H 4.017 4.852 +D+0.750L +0.750S+H 4.017 4.852 +D+0.60W+H 2.409 2.924 +D+O. 750Lr+0.750L +0.450W+H 4.017 4.852 +D+O. 750L +0.750S+0.450W+H 4.017 4.852 +0.60D+0.60W+0.60H 1.445 1.754 +D+0.70E+0.60H 2.409 2.924 +D+0.750L +O. 750S+0.5250E+H 4.017 4.852 +0.60D+0.70E+H 1.445 1.754 DOnly 2.409 2.924 LOnly 2.144 2.571 H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Title Block Line 6 Printed: 11 NOV 2020. 7:30PM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: Beam 1G-PSL 5.25"x14" CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties • Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 2,900.0psi 2,900.0 psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E Fc-Prfl Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling r D 0.1 D 0.2 ,L(0 2} D(0.151 L(0.3) 3.5x14.0 Span :: 13.250 ft 750.0psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 32.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D:: 0.150, L:: 0.30, Tributary Width:: 1.0 ft, (Floor) Uniform Load : D:: 0.20, L:: 0.20, Tributary Width:: 1.0 ft, (Rooij Uniform Load : D:: 0.10, Tributary Width:: 1.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span :: 0.763 1 3.5x14.0 2,213.31 psi 2,900.00psi Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection :: :: :: +D+L+H 6.588ft Span# 1 0.219 in 0.000 in 0.420 in 0.000 in Ratio = Ratio = Ratio = Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+H Length = 13.250 fl 0.407 0.298 0.90 1.000 1.00 1.00 1.00 +D+L+H 1.000 1.00 1.00 1.00 Length = 13.250 fl 0.763 0.559 1.00 1.000 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 Length = 13.250 fl 0.293 0.215 1.25 1.000 1.00 1.00 1.00 +D+S+H 1.000 1.00 1.00 1.00 Length = 13.250 fl 0.318 0.233 1.15 1.000 1.00 1.00 1.00 +D+0.750Lr+0.750L +H 1.000 1.00 1.00 1.00 Length = 13 .250 fl 0.531 0.389 1.25 1.000 1.00 1.00 1.00 +D+0.750L +0.750S+H 1.000 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 727>=360 0<360 378>=240 0<240 c, CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 10.12 1,061 .70 21.09 2,213.31 10.12 1,061.70 10.12 1,061.70 18.34 1,925.41 Design OK :: 0.559: 1 3.5x14.0 :: 162.23 psi :: 290.00 psi +D+L+H :: 12.140ft :: Span # 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 2.54 77.82 261 .00 0.00 0.00 0.00 0.00 2900.00 5.30 162.23 290.00 0.00 0.00 0.00 0.00 3625.00 2.54 77.82 362.50 0.00 0.00 0.00 0.00 3335.00 2.54 77.82 333.50 0.00 0.00 0.00 0.00 3625.00 4.61 141.12 362.50 0.00 0.00 0.00 0.00 TiUe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. · TiUe Block Line 6 Wood Beam t •••• DESCRIPTION: Beam 1 G-PSL 5.25"x14" Load Combination Max Stress Ratios Segment Length Span# M V Length= 13.250 ft 1 0.577 0.423 +D+0.60W+H Length = 13.250 ft 0.229 0.168 +D+0.750Lr+O. 750L +0.450W+H Length = 13.250 ft 1 0.415 0.304 +D+O. 750L +0.750S+0.450W+H Length = 13 .250 ft 1 0.415 0.304 +0.60D+0.60W+0.60H Length = 13.250 ft 0.137 0.101 +1. 112D+1.750E+0.60H Length = 13.250 ft 0.254 0.187 +1.084D+0.750L +0.750S+1.313E+H Length= 13.250 ft 1 0.434 0.318 +0.4879D+1.750E+H Length = 13.250 ft 1 0.112 0.082 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L +O. 750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H DOnly LOnly HOnly Span Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 7:30PM lie: omero es. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . • . Moment Values Shear Values Cd CFN C1 Cr Cm C t CL M lb F'b V fv F'v 1.15 1.000 1.00 1.00 1.00 1.00 1.00 18.34 1,925.41 3335.00 4.61 141.12 333.50 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.12 1,061.70 4640.00 2.54 77.82 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.34 1,925.41 4640.00 4.61 141.12 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.34 1,925.41 4640.00 4.61 141.12 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.07 637.02 4640.00 1.53 46.69 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.25 1,180.75 4640.00 2.83 86.54 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.20 2,014.70 4640.00 4.82 147.67 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.93 517.96 4640.00 1.24 37.96 464.00 Max. • • • Defl Location in Span Load Combination Max. ·+• Defl Location in Span 0.4201 6.662 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 6.366 3.313 3.054 6.366 3.054 3.054 5.538 5.538 3.054 5.538 5.538 1.832 3.054 5.538 1.832 3.054 3.313 Support 2 6.366 3.313 3.054 6.366 3054 3.054 5.538 5.538 3.054 5.538 5.538 1.832 3.054 5.538 1.832 3.054 3.313 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 Wood Beam CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.2 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Fb t Fb - Fc-Prll Fe -Perp Fv Ft Printed: 11 NOV 2020, 7:48AM de: omero es. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 900.0psi 900.0psi . . . E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend • xx 580.0ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,350.0psi 625.0psi 180.0psi 575.0psi Density 31.210pcf E(2.4) D 0.03~L(0.06 v ~ - 4x12 4x12 S an = 3.670 ft + §Ran = 1.50 ft -/ A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, L = 0.060, Tributary Width= 1.0 ft, (Floor) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.060 , Tributary Width = 1.0 ft, (Floor) Point Load : E = 2.40 k @ 1.50 ft, (SW (OMEGA=2.5)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.263 1 4x12 416.65psi 1,584.00psi +D+0.70E 3.670ft Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = Span# 1 0.024 in -0.008 in 0.017 in -0.006 in Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm D Only Length = 3.670 ft 1 0.008 0.011 0.90 1.100 1.00 1.00 1.00 Length = 1.50 ft 2 0.008 0.011 0.90 1.100 1.00 1.00 1.00 +D+L 1.100 1.00 1.00· 1.00 Length = 3.670 ft 1 0.019 0.025 1.00 1.100 1.00 1.00 1.00 Length = 1.50 ft 2 0.018 0.025 1.00 1.100 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.00 1.00 Length = 3.670 ft 1 0.013 0.017 1.25 1.100 1.00 1.00 1.00 Length = 1.50 ft 2 0.012 0.017 1.25 1.100 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 1488>=360 5404 >=360 2130>=240 7831 >=240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 0.05 7.32 0.04 7.05 0.12 18.71 0.11 18.02 0.10 15.86 0.09 15.27 Design OK = 0.225 : 1 4x12 = 64.84 psi = 288.00 psi +D+0.70E = 3.670ft = Span # 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 891 .00 0.05 1.79 162.00 891 .00 0.02 1.79 162.00 0.00 0.00 0.00 0.00 990.00 0.12 4.58 180.00 990.00 0.06 4.58 180.00 0.00 0.00 0.00 0.00 1237.50 0.10 3.88 225.00 1237.50 0.05 3.88 225.00 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 Wood Beam • ; It; DESCRIPTION: Beam 1 H -4X12 Load Combination Max Stress Ratios Segment Length Span# M V +0.60D Length = 3.670 ft 1 0.003 0.004 Length = 1.50 ft 2 0.003 0.004 +D+0.70E Length = 3.670 ft 0.263 0.225 Length = 1.50 ft 2 0.263 0.225 +D+0.750L +0.5250E Length = 3.670 ft 1 0.204 0.173 Length = 1.50 ft 2 0.204 0.173 +0.60D+0.70E Length = 3.670 ft 1 0.261 0.224 Length = 1.50 ft 2 0.261 0.224 Overall Maximum Deflections Load Combination EOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L +0.5250E +0.60D+0.70E LOnly E Only Span 1 2 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Cd CFN Ci Cr Cm C t CL 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Max. " -" Defl Location in Span Load Combination 0.0000 0.000 E Only 0.0242 1.500 Support notation : Far left is #1 Support 1 -0.981 0.092 0.059 0.151 0.128 0.035 -0.628 -0.387 -0.651 0.092 -0.981 Support 2 Support 3 3.381 3.381 0.140 0.359 0.304 0.084 2.507 2.079 2.451 0.218 3.381 Printed: 11 NOV 2020, 7:48AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . • . Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 0.03 4.39 1584.00 0.03 1.07 288.00 0.03 4.23 1584.00 0.01 1.07 288.00 0.00 0.00 0.00 0.00 2.56 416.65 1584.00 1.70 64.84 288.00 2.56 416.65 1584.00 1.70 64.84 288.00 0.00 0.00 0.00 0.00 1.98 322.47 1584.00 1.31 49.81 288.00 1.98 322.47 1584.00 1.31 49.81 288.00 0.00 0.00 0.00 0.00 2.55 413.83 1584.00 1.69 64.50 288.00 2.55 413.83 1584.00 1.69 64.50 288.00 Max. "+" Defl Location in Span -0.0081 2.132 0.0000 2.132 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & nue Block" selection. Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Title Block Line 6 Printed: 11 NOV 2020, 8:12AM Wood Beam Software copyright ENERCALC, INC. 1~2020. Build:12.20.5.31 , .... DESCRIPTION: Beam 11 -4X12 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 900.0 psi 900.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fc • Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 1,350.0psi 625.0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf D{0.06) L( .09) E(-1) D{0.06) L( .09) E(-1) D 0.05 L 0.1 4x12 Span = 11 250 ff ----------------------------------------'. A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.050, L = 0.10 , Tributary Width= 1.0 ft, (Floor) Point Load : D = 0.060, L = 0.090, E = -1.0 k @ 3.170 ft, (BM-1 H) Point Load : D = 0.060, L = 0.090, E = -1.0 k@B.750 ft, (BM 1-H) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.482 1 4x12 476.81 psi 990.00psi +D+L Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 5.594ft Span# 1 0.064 in Ratio = -0.107 in Ratio = 0.103 in Ratio = -0.052 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cct CFN Cj Cr Cm D Only Length = 11.250 ft 0.200 0.080 0.90 1.100 1.00 1.00 1.00 +D+L 1.100 1.00 1.00 1.00 Length = 11.250 ft 0.482 0.193 1.00 1.100 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.00 1.00 Length = 11.250 ft 0.325 0.130 1.25 1.100 1.00 1.00 1.00 +0.60D 1.100 1.00 1.00 1.00 Length = 11.250 ft 0.067 0.027 1.60 1.100 1.00 1.00 1.00 +D+0.70E 1.100 1.00 1.00 1.00 Length = 11.250 ft 0.118 0.065 1.60 1.100 1.00 1.00 1.00 +D+0.750L +0.5250E 1.100 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 2096 >=360 1257 >=360 1312 >=240 2594 >=240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 1.10 178.18 2.93 476.81 2.47 402.15 0.66 106.91 1.15 187.24 Design OK = 0.193 : 1 4x12 = 34.71 psi = 180.00 psi +D+L = 10.370ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 891.00 0.34 13.00 162.00 0.00 0.00 0.00 0.00 990.00 0.91 34.71 180.00 0.00 0.00 0.00 0.00 1237.50 0.77 29.28 225.00 0.00 0.00 0.00 0.00 1584.00 0.20 7.80 288.00 0.00 0.00 0.00 0.00 1584.00 0.49 18.76 288.00 0.00 0.00 0.00 0.00 TiUe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. . TIUe Block Line 6 Wood Beam DESCRIPTION: Beam 11 -4X12 Load Combination Segment Length Length = 11.250 ft +0.60D+0.70E Span# Max Stress Ratios M V 0.101 0.052 Length=11.250ft 0.157 0.Q78 Overall Maximum Deflections Load Combination Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L +0.5250E +0.60D+0.70E LOnly E Only Span Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:12AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . Moment Values Shear Values Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.99 160.54 1584.00 0.39 14.92 288.00 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.53 247.93 1584.00 0.59 22.56 288.00 Max."·' Defl Location in Span Load Combination Max.'+' Defl Location in Span 0.0000 0.000 E Only 5.656 Support notation : Far left is #1 -0.1073 Values in KIPS Support 1 1.033 0.647 0.386 1.033 0.871 0.231 -0.273 0.377 -0.427 0.647 -0.940 Support 2 -1.060 0.658 0.393 1.051 0.886 0.236 -0.349 0.330 -0.506 0.658 -1.060 ntte Block Line 1 You can change this area using the •settings• menu item and then using the "Printing & ntte Block" selection. Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Title Block Line 6 Printed: 11 NOV 2020. 8:27 AM Wood Beam Software copyright ENE t,11 • DESCRIPTION: Beam 1J -4X12 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 900.0psi 900.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fb - Fc -Pr11 Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling (---D O 11,1:JO 1j_ 4x12 Span• 5 On 1,350.0psi 625.0psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10, L = 0.10, Tributary Width= 1.0 ft, (Floor) DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio = 0.107. 1 Maximum Shear Stress Ratio = 0.070: 1 Section used for this span 4x12 Section used for this span 4x12 = 105.92psi = 12.54 psi = 990.00psi = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.514ft Location of maximum on span = 4.078ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio = 28097>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.004 in Ratio= 13473>=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cct CFN Ci Cr Cm C t CL M lb F'b V Iv F'V DOnly 0.00 0.00 0.00 0.00 Length = 5.0 fl 0.062 0.040 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.34 55.13 891.00 0.17 6.53 162.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 fl 0.107 0.070 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.65 105.92 990.00 0.33 12.54 180.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 fl 0.075 0.049 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.57 93.22 1237.50 0.29 11.03 225.00 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 fl 1 0.021 0.014 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.20 33.08 1584.00 0.10 3.92 288.00 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination Max.•+· Defl Location in Span +D+L 1 0.0045 2.514 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings" menu item and th&-11 using the "Printing & Title Block" selection. · Title Block Line 6 Wood Beam 1.11, DESCRIPTION: Beam 1J -4X12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Support 1 0.521 0.250 0.271 0.521 0.459 0.163 0.250 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:27AM Fi : omero es. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 • Support notation : Far left is #1 Values in KIPS Support2 0.521 0.250 0.271 0.521 0.459 0.163 0.250 nue Block Line 1 Project Title: Romero-Guerrero Res You can change this area using the "Settings' menu item and then using the "Printing & TiUe Block" selection. Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition TiUe Block line 6 Printed: 11 NOV 2020, 8:30AM Wood Beam Software copyright ENERCALC, INC. 1983-2020, Buld:12.20.5.31 ..... DESCRIPTION: Beam 1K -4X12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties • Analysis Method : Allowable Stress Design Fb + 900.0 psi 900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- Fc -Pr11 Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.03 0(0.02) L(0.02) 4x12 Span= 16.0 ft 1,350.0psi 625.0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf ♦ A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.020 , Tributary Width = 1.0 ft, (Floor) Uniform Load : D = 0.030 , Tributary Width = 1.0 ft, (Ext. Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.413 1 4x12 408.46psi 990.00psi +D+L Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = 7.955ft Span# 1 0.045 in Ratio = 0.000 in Ratio = 0.176 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm DOnly Length = 16.0 ft 0.342 0.098 0.90 1.100 1.00 1.00 1.00 +D+L 1.100 1.00 1.00 1.00 Length = 16.0 ft 0.413 0.118 1.00 1.100 1.00 1.00 1.00 +D+0.750L 1.100 1.00 1.00 1.00 Length = 16.0 ft 0.309 0.088 1.25 1.100 1.00 1.00 1.00 +0.60D 1.100 1.00 1.00 1.00 Length = 16.0 ft 1 0.115 0.033 1.60 1.100 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.·-• Defl Location in Span +D+L 1 0.1758 8.045 Load Combination Location of maximum on span Span # where maximum occurs 4287>=360 0<360 1091 >=240 0<240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Moment Values M lb 1.87 304.44 2.51 408.46 2.35 382.46 1.12 182.66 Design OK = 0.118 : 1 4x12 = 21 .26 psi = 180.00 psi +D+L = 15.106ft = Span# 1 Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 891.00 0.42 15.85 162.00 0.00 0.00 0.00 0.00 990.00 0.56 21 .26 180.00 0.00 0.00 0.00 0.00 1237.50 0.52 19.91 225.00 0.00 0.00 0.00 0.00 1584.00 0.25 9.51 288.00 Max."+" Defl Location in Span 0.0000 0.000 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 Wood Beam DESCRIPTION: Beam 1K-4X12 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Support 1 0.628 0.160 0.468 0.628 0.588 0.281 0.160 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:30AM Software copyright ENERCALC, INC. 1 Support notation : Far left is #1 Values in KIPS Support2 0.628 0.160 0.468 0.628 0.588 0.281 0.160 nue 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 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Wood Beam Softwanl copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 I ,II , DESCRIPTION: Beam 1K -6X16 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + 900.0psi 900.0psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.2 Fb - Fc-Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling DJ!l.1) L{O .!) f 6x14 Span = 18.0 ft 1,350.0psi 625.0psi 180.0 psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.10, L = 0.10 , Tributary Width = 1.0 fl, (RooQ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = 0.698 1 6x14 628.63psi 900.00psi +D+L 9.030ft Span# 1 0.132 in 0.000 in 0.284 in 0.000 in Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Ratio = 1641 >=360 Ratio = 0<360 Ratio = 759 >=240 Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C I CL M lb DOnly Length = 18.0 ft 0.417 0.115 0.90 0.987 1.00 1.00 1.00 1.00 1.00 4.70 337.72 +D+L 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.698 0.192 1.00 0.987 1.00 1.00 1.00 1.00 1.00 8.75 628.63 +D+0.750L 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.494 0.136 1.25 0.987 1.00 1.00 1.00 1.00 1.00 7.74 555.90 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 1 0.141 0.039 1.60 0.987 1.00 1.00 1.00 1.00 1.00 2.82 202.63 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination +D+L 1 0.2844 9.030 Design OK = 0.192 : 1 6x14 = 34.56 psi = 180.00 psi +D+L = 16.916ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 810.00 0.92 18.57 162.00 0.00 0.00 0.00 0.00 900.00 1.71 34.56 180.00 0.00 0.00 0.00 0.00 1125.00 1.51 30.56 225.00 0.00 0.00 0.00 0.00 1440.00 0.55 11.14 288.00 Max.·+• Defl Location in Span 0.0000 0.000 TiUe Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. • TiUe Block Line 6 Wood Beam ... ,. DESCRIPTION: Beam 1K-6X16 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Support 1 1.945 0.900 1.045 1.945 1.720 0.627 0.900 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Software copyrig Support notation : Far left is #1 Values in KIPS Support 2 1.945 0.900 1.045 1.945 1.720 0.627 0.900 PROJECT : Romero Res CLIENT: PAGE: JOBNO.: DATE : 11/11/2020 DESIGN BY : M. Limon REVIEW BY : INPUT DATA ~ H= 10 ft Effective Length (NOS 3.7) le.x-x = 10 ft, (strong axis bending) Le, y-y = 0 ft, (weak axis bending) AXIALLOAP POL = 100 lbs P,, = 100 lbs Total P= 200 lbs LATERAL LOAD w = 15 plf F= 400 lbs, at 3 ft, from bottom Max Section Max Section M = 998 ft-lbs, at 3.00 ft from bottom V = 355 at bottom end SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) GRADE ( 1, 2, 3, 4, 5, or 6 ) SECTION pcs, b = h = WET I DRY? (1 = DRY, 2 = WET) ANALYSIS COLUMN BASIC DESIGN STRESSES· COMPRESSIVE STRESS MODULUS OF ELASTICITY BENDING STRESS (X-Axis) SHEAR STRESS (X·Axis) COLUMN PROPERTIES· STANDARD DRESSED SIZE AREA SECTION PROPERTIES Abt. x-x 6 2 6 Fe= E = Fbx= Fv= dy= dx= A= Sx= Ix= LENGTH-DEPTH RATIO le.x-x I dy = L,,, y-y I dx = ADJUSTMENT FACTORS· Fbx' F ' e DURATION (NOS 2.3.2) Co 1.60 1.60 MOISTURE FACTOR c., 1.00 1.00 TEMPERATURE FACTOR Ct 1.00 1.00 INCISING FACTOR C; 1.00 1.00 SIZE FACTOR c, 1.30 1.10 FLAT USE FACTOR C1u COLUMN STABILITY Cp 0.493 REPETITIVE (1.15 or 1.0) Cr 1.15 BEAM STABILITY c, 1.00 ADJUSTEQ PROP!;RTIES· MODULUS OF ELASTICITY E'= BENDING STRESS (X-Axis) Fbx' = ACTUAL STRESSES: AXIAL STRESS fc = BENDING STRESSES 1bx = DOUGLAS FIR-LARCH Stud in in DRY 850 1400 700 180 5.50 1.50 8.25 7.56 20.80 21.8 0.0 F' V 1.60 1.00 1.00 1.00 1400 1674 24.2 1582.8 psi ksi psi psi in In in2 in3 ln4 E' 1.00 1.00 1.00 1.00 ksi psi psi psi DESIGN SUMMARY USE: 1 • 2" x 6" DOUGLAS FIR-LARCH Stud 1. CHECK VERTICAL LOADS : fe <Fe'? 24 psi < 737 psi [Satisfactory) 2. CHECK BENDING LOADS : fb < Fb'? 1583 psi < 1674 psi (Satisfactory) 3. CHECK INTERACTION : (L. )' + ( I lb.!> I ? F; 1-J,/FcEx )?;; 0.973 < (Satisfactory) 4. CHECK SHEAR LOADS : fv < Fv'? 65 psi < 288 psi [Satisfactory) 5. MAXIMUM HORIZONTAL DEFLECTION t,. = 0.51 In, at 4.60 ft from bottom ( H /235 ) t p w --F MODULUS OF ELASTICITY E'min = 510 COLUMN PARAMETER BEAM PARAMETER BUCKLING VALUES Fee = 881 Fe•= 1496 AXIAL STRESS SHEAR STRESS SHEAR STRESS psi psi e = 0.80 Ra = 22.770 FbE = 1180 Fb. = 1674.4 Fe' = 737 psi Fv' = 288 psi fv = 65 psi ksi < 50 psi psi PROJECT : Romero Res CLIENT: PAGE: JOB NO.: DATE: 11/1 1/2020 DESIGN BY : M. Limon REVIEW BY: INPUT DATA l:!filfil!I H= 20 ft Effective Length (NOS 3. 7) i... X·X = 20 ft, (strong axis bending) i.., y-y = 0 ft, (weak axis bending) AXIAL LOAD Pill.= 100 lbs PLL = 100 lbs Total P= 200 lbs LATERAL LOAD w = 15 plf F= 400 lbs, at 3 ft, from bottom Max Section Max Section M = 1470 ft-lbs, at 5.80 ft from bottom V = 490 at bottom end SPECIES (1 = DFL, 2 = SP, 3 = LSL, 4 = PSL) GRADE ( 1, 2, 3, 4, 5, or6) ANALYSIS SECTION pcs, b = h= WET/ DRY? (1 = DRY, 2 = WET) COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS MODULUS OF ELASTICITY BENDING STRESS (X-Axis) SHEAR STRESS (X-Axls) COLUMN PROPERTIES· STANDARD DRESSED SIZE AREA SECTION PROPERTIES Abt. x-x 6 4 6 Fe= E = Fbx = Fv= dy = dx = A = Sx = ix = LENGTH-DEPTH RATIO le.x-xldy= le.y-yldx= ADJUSTMENT FACTORS· Fbx F' C DURATION (NOS 2.3.2) Co 1.60 1.60 MOISTURE FACTOR CM 1.00 1.00 TEMPERATURE FACTOR Ct 1.00 1.00 INCISING FACTOR Ci 1.00 1.00 SIZE FACTOR c, 1.30 1.10 FLAT USE FACTOR Cfu COLUMN STABILITY c. 0.142 REPETITIVE (1 .15 or 1.0) c, 1.00 BEAM STABILITY CL 1.00 AQ~USTEQ PROPERTii;;S: MODULUS OF ELASTICITY E'= BENDING STRESS (X-Axis) Fbx' = ACTUAL STRESSES: AXIAL STRESS fc = BENDING STRESSES fbx = DOUGLAS FIR-LARCH Stud in in DRY 850 1400 700 180 5.50 3.50 19.25 17.65 48.53 43.6 0.0 F' V 1.60 1.00 1.00 1.00 1400 1456 10.4 999.5 psi ksi psi psi in in in2 in3 ln4 E' 1.00 1.00 1.00 1.00 ksi psi psi psi DESIGN SUMMARY USE: 1 • 4" x 6" DOUGLAS FIR-LARCH Stud 1. CHECK VERTICAL LOADS : fc < F c' ? 10 psi < 213 psi [Satisfactory) 2. CHECK BENDING LOADS : fb < Fb' ? 999 psi < 1456 psi [Satisfactory) 3. CHECK INTERACTION : (i.,_ )' + ( I ~ $ J ? F'. I-f ./F<&<j?;, 0.723 < [Satisfactory) 4. CHECK SHEAR LOADS : f.., < Fv'? 38 psi < 286 psi [Satisfactory) 5. MAXIMUM HORIZONTAL DEFLECTION t,. = 1.54 in, at 9.30 ft from bottom ( H / 158 ) ' p w --F MODULUS OF ELASTICITY E"mln = 510 COLUMN PARAMETER BEAM PARAMETER BUCKLING VALUES Fee = 220 Fe•= 1496 AXIAL STRESS SHEAR STRESS SHEAR STRESS psi psi C = 0.80 Re = 13.530 Fbe = 3343 Fb = 1456 Fe' = 213 psi Fv' = 288 psi Iv = 38 psi ksi < 50 psi 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 Wood Column 1 .1 1 , DESCRIPTION: 8X8 Garage Post Code References Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:38AM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Load Resistance Factor Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non-slender calculations ) Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900psi Fb-900 psi Fe -Prll 1350 psi Fe -Perp 625 psi Fv Ft Density 9.0 ft 180 psi 575 psi 31.21 pcf Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 8x8 Graded Lumber Sawn 7.50 in Allow Stress Modification Factors 7. 50 in Cf or Cv for Bending 56.250 in•2 Cf or Cv for Compression 263.672 in•4 263.672 in•4 Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor 1.0 1.0 1.0 1.0 1.0 E : Modulus of Elasticity ... Basic Minimum x-x Bending 1600 580 y-y Bending 1600 580 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 NDS15.32 No A lied Loads Column self weiQht included : 109.723 lbs• Dead Load Factor AXIAL LOADS ... 1600 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. Axial Load at 9.0 ft, Xecc = 1.0 in, Yecc = 1.0 in, D = 6.30, L = 6.90 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5596 : 1 Load Combination +1 .20D+1.60L Governing NOS Forumlanp + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 8.940 ft At maximum location values are ... Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 18.732k -1.540 k-ft -1 .540 k-ft 1,748.14 psi 0.009844: 1 +1.20D+1.60L 0.0ft 4.593 psi 311 .040 psi Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.1222 k Bottom along Y-Y Top along X-X 0.1222 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.1222 k 0.1222 k Along Y-Y -0.02362 in at 5.255 ft above base for load combination : +D+L Along X-X -0.02362 in at 5.255 fl above base for load combination : +D+L Other Factors used to calculate allowable stresses ... Bending Compression LRFD -Format Conversion factor 2.541 2.400 LRFD -Resistance factor 0.850 0.900 Tension 2.700 0.800 Load Combination Lambda Maximum Axial + Bending Stress Ratios Maximum Shear Ratios +1.40D + 1.20D+ 1.60L +1.20D+L +1.20D +0.90D Maximum Reactions Load Combination DOnly +D+L 0.600 0.800 0.800 0.800 1.000 0.824 0.749 0.749 0.749 0.676 X-X Axis Reaction k @Base @Top -0.058 0.058 -0.122 0.122 Stress Ratio Status Location 0.2724 PASS 8.940ft 0.5596 PASS 8.940ft 0.4170 PASS 8.940ft 0.2031 PASS 8.940ft 0.1379 PASS 8.940ft Y-Y Axis Reaction @Base @Top -0.058 0.058 -0.122 0.122 Axial Reaction @Base 6.410 13.310 Stress Ratio Status Location 0.006224 PASS 0.0 ft 0.009844 PASS 0.0 ft 0.007653 PASS 0.0 ft 0.004001 PASS 0.0 ft 0.002401 PASS 0.0 ft Note: Only non-zero reactions are listed. My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @Top Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & ntle Block" selection. • Title Block Line 6 Wood Column DESCRIPTION: 8X8 Garage Post Maximum Reactions Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:38AM ile: omero es. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.5.31 Note: Only non-zero reactions are listed. X-X Axis Reaction k Load Combination @ Base @Top Y-Y Axis Reaction @Base @Top Axial Reaction @Base My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @ Top +D+0.750L -0.106 0.106 +0.60D -0.035 0.035 L~ -0• 0.064 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance DOnly -0.0113 in 5.255 +D+L -0.0236 in 5.255 +D+0.750L -0.0205 in 5.255 +0.60D -0.0068 in 5.255 LOnly -0.0123 in 5.255 Sketches • Load 1 8x8 7.50 in -0.106 0.106 -0.035 0.035 -0.064 0.064 11.585 3.846 6.900 Max. Y -Y Deflection ft -0.0113 in ft -0.0236 in ft -0.0205 in ft -0.0068 in ft -0.0123 in +X 0 I Distance 5.255 ft 5.255 ft 5.255 ft 5.255 ft 5.255 ft ,,,.. ...... 0 I 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 General Footing ,., .. DESCRIPTION: BM-1B -Isolated Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties 2.50 ksi fc : Concrete 28 day strength = ~ : Rebar Yield = 40.0 ksi c : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf <p Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = Min Allow% Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Add Fig Wt for Soil Pressure Yes Use fig wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 24.0 in Pedestal dimensions ... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete ... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X-X Axis = Number of Bars 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a A lied Loads D Lr P : Column Load = 6.2 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 1:09PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allow press. increase per foot of depth = ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft l • I, ... :., . i i l .,. ... ·- ··~~-"' L s w E H 6.90 k ksf k-ft k-ft k k me Block Line 1 You can change this area using the "Settings" menu item and th&n using the "Printing & Title Block" selection. • TiUe Block Line 6 General Footing ..... DESCRIPTION: BM-18 -Isolated Footing Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Software copyright ENERCAI.C, INC. 1983-2020, Build:12.20 . . ____.:D:....:E::...:S;_/G.=.N:...:.....:S-=U..:.:M.:..:cM.:::.J\..:.:R..:..Y:..._ __________________________ ___J __ lMH,H);--- Min. Ratio PASS 0.9060 PASS n/a PASS n/a PASS n/a PASS n/a PASS nla PASS 0.07039 PASS 0.07039 PASS 0.07039 PASS 0.07039 PASS n/a PASS 0.0 PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X. D Onlv X-X. +D+L X-X, +D+0.750L X-X, +0.60D Z-Z, D Onlv Z-Z, +D+L Z-Z, +D+0.750L Z-Z, +0.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X, +1 .40D X-X. +1 .40D X-X, +1 .20D+1.60L X-X, +1 .20D+1.60L X-X, +1 .20D+L X-X, +1 .20D+L X-X, +1 .20D X-X, +1 .20D X-X, +0.90D X-X, +0.90D Z-Z, +1.40D Z-Z, +1.40D Z-Z. +1.20D+1.60L Z-Z, +1.20D+1.60L Z-Z, +1.20D+L Z-Z, +1.20D+L Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding -X-X Sliding -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc n/a n/a n/a n/a 0.0 0.0 0.0 0.0 Applied 1.359 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 2.310 k-ft/ft 2.310 k-ft/ft 2.310 k-ft/ft 2.310 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 7.857 psi Zecc (in) 0.0 0.0 0.0 0.0 n/a n/a n/a n/a Overturning Moment Sliding Force Mu Side Tension k-11 Surface 1.085 +Z Bottom 1.085 -Z Bottom 2.310 +Z Bottom 2.310 -Z Bottom 1.793 +Z Bottom 1.793 -Z Bottom 0.930 +Z Bottom 0.930 -Z Bottom 0.6975 +Z Bottom 0.6975 -Z Bottom 1.085 -X Bottom 1.085 +X Bottom 2.310 -X Bottom 2.310 +X Bottom 1.793 -X Bottom 1.793 +X Bottom Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 32.815 k-ft/ft 32.815 k-ft/ft 32.815 k-ft/ft 32.815 k-ft/ft 85.0 psi 0.0 psi 85.0 psi 85.0 psi 85.0 psi Goveming Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L n/a n/a n/a n/a +1.20D+1.60L Actual Soil Bearing Stress f Location Bottom, -Z Top, +Z Le , -X Right, +X 0.7961 0.7961 n/a n/a 1.359 1.359 n/a n/a 1.219 1.219 n/a n/a 0.4777 0.4777 n/a n/a n/a n/a 0.7961 0.7961 n/a n/a 1.359 1.359 n/a n/a 1.219 1.219 n/a n/a 0.4777 0.4777 Resisting Moment Stability Ratio Actual / Allow Ratio 0.531 0.906 0.813 0.319 0.531 0.906 0.813 0.319 Status All units k Resisting Force As Req'd Gvm.As in'2 in'2 0.5184 Min Temp% 0.5184 Min Temp% 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp% 0.5184 Min Temp% 0.5184 Min Temp% Stability Ratio Actual As Phi•Mn in'2 k-ft 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 . 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 0.5314 32.815 Status Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & ntle Block" selection. Title Block Line 6 General Footing DESCRIPTION: BM-1B-Isolated Footing Footing Flexure Flexure Axis & Load Combination Z-Z. +1 .20D Z-Z, +1.20D Z-Z. +0.90D Z-Z. +0.90D One Way Shear Load Combination ... +1.40D +1.20D+1.60L +1.20D+L +1.20D +0.90D Two-Way "Punching" Shear Load Combination ... +1.40D +1 .20D+1.60L +1 .20D+L +1 .20D +0.90D Mu k-ft 0.930 0.930 0.6975 0.6975 Vu@ -X o.00Psi 0.00 Psi 0.00 psi o.00Psi o.00Psi Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 1:09PM Fi : omero es. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . . Side Tension As Req'd Gvm.As Actual As Phl*Mn Status Surface in•2 in•2 in•2 k-ft -X Bottom 0.5184 Min Temp% 0.5314 32.815 OK +X Bottom 0.5184 Min Temp% 0.5314 32.815 OK -X Bottom 0.5184 Min Temp% 0.5314 32.815 OK +X Bottom 0.5184 Min Temp% 0.5314 32.815 OK Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00 psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00psi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00 osi 0.00 psi 0.00 psi 0.00psi 85.00 psi 0.00 OK All units k Vu Phi*Vn Vu/Phi*Vn Status 3.69 psi 170.00psi 0.02171 OK 7.86 psi 170.00psi 0.04622 OK 6.10 psi 170.00psi 0.03586 OK 3.16 psi 170.00psi 0.01861 OK 2.37 psi 170.00psi 0.01396 OK Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Tide Block" selection. • Title Block Line 6 General Footing DESCRIPTION: BM-10 -Isolated Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcin Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis = = Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone A lied Loads P : Column Load = OB : Overburden = M-xx = M-zz = V-x = V-z = = = = = = = D # 2.50 ksi 40.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 = = 0.00180 = = 1.250 ft 1.250 ft 24.0 in in in in 3.0 in 4 4 4 1.50 : 1 1.50 : 1 Yes Yes No No # 4 n/a I, n/a n/a Lr 0.70 Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:10PM Software copyright ENERCALC, INC. 1983-2020, Build:1220.5.31 Soll Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf SoiVConcrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allow press. increase per foot of depth = ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft l X X z ...... ........ .. ..... ----~----...... , ,r.,tS.C........,..• •Z L s w 0.70 E H k ksf k-ft k-ft k k ntle 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 General Footing DESCRIPTION: BM-10 -Isolated Footing Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:10PM Softwanl copyright ENERCAI.C, INC. 1983-2020, Build:12.20.5.31 -. - _D_E_S_IG_N_S_U_M_M_"_R_Y ___________________________ ~--M➔i-i,1•1'IIIIIL Min. Ratio PASS 0.7907 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.006225 PASS 0.006225 PASS 0.006225 PASS 0.006225 PASS n/a PASS 0.0 PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X. D Onlv X-X, +D+L X-X, +D+0.750L X-X. +0.60D Z-Z, D Onlv Z-Z, +D+L Z-Z. +D+0.750L Z-Z. +0.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X, +1.40D X-X. +1.40D X-X, +1.20D+1.60L X-X, +1.20D+1.60L X-X. +1.20D+L X-X. +1.20D+L X-X, +1.20D X-X. +1.20D X-X. +0.90D X-X. +0.90D Z-Z, +1.40D Z-Z. +1.40D Z-Z. +1.20D+1.60L Z-Z. +1.20D+1.60L Z-Z. +1.20D+L Z-Z. +1.20D+L • Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding -X-X Sliding -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear ( + X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Applied 1.186 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.2450 k-ft/ft 0.2450 k-ft/ft 0.2450 k-ft/ft 0.2450 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.2679 psi Xecc Zecc (in) n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a Overturning Moment Sliding Force Mu Side Tension k-ft Surface 0.1225 +Z Bottom 0.1225 -Z Bottom 0.2450 +Z Bottom 0.2450 -Z Bottom 0.1925 +Z Bottom 0.1925 -Z Bottom 0.1050 +Z Bottom 0.1050 -Z Bottom 0.07875 +Z Bottom 0.07875 -Z Bottom 0.1225 . -X Bottom 0.1225 +X Bottom 0.2450 -X Bottom 0.2450 +X Bottom 0.1925 -X Bottom 0.1925 +X Bottom Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 39.356 k-ft/ft 39.356 k-ft/ft 39.356 k-ft/ft 39.356 k-ft/ft 85.0 psi 0.0 psi 85.0 psi 85.0 psi 85.0 psi Governing Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L n/a n/a n/a n/a +1.40D Actual Soll Bearing Stress f Location Bottom, -Z Top, +Z Le , -X Right, +X 0.7380 0.7380 n/a n/a 1.186 1.186 n/a n/a 1.074 1.074 n/a n/a 0.4428 0.4428 n/a n/a n/a n/a 0.7380 0.7380 n/a n/a 1.186 1.186 n/a nla 1.074 1.074 n/a n/a 0.4428 0.4428 Resisting Moment Stability Ratio Actual / Allow Ratio 0.492 0.791 0.716 0.295 0.492 0.791 0.716 0.295 Status All units k Resisting Force As Req'd Gvm.As jnA2 jnA2 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp % 0.5184 Min Temp% Stability Ratio Actual As Phl•Mn jnA2 k-ft 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 0.640 39.356 Status Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK nue Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & TiUe Block" selection. • Title Block Line 6 General Footing ..... DESCRIPTION: BM-1 D -Isolated Footing Footing Flexure Flexure Axis & Load Combination Z-Z. +1.200 z.z. +1.200 Z-Z. +0.900 Z-Z. +0.900 One Way Shear Mu k-ft 0.1050 0.1050 0.07875 0.07875 Side Tension Surface -X Bottom +X Bottom -X Bottom +X Bottom Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:10PM Soflwar8 copyright ENERCALC, INC. 1983-2020, . . As Req'd Gvm.As Actual Al Phl*Mn Status 1n•2 in•2 in•2 k-ft 0.5184 Min Temp% 0.640 39.356 OK 0.5184 Min Temp% 0.640 39.356 OK 0.5184 Min Temp% 0.640 39.356 OK 0.5184 Min Temp% 0.640 39.356 OK Load Combination ... Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Vu I Phi-Vn Status +1.400 +1.20D+1.60L +1.20D+L +1.20D +0.90D Two-Way "Punching" Shear Load Combination ... +1.40D + 1.20D+ 1.60L +1.20D+L +1.20D +0.90D o.OOPsi o.OOPsi o.OOPsi o.OOPsi o.OOPsi O.OOpsi 0.00 psi O.OOpsi 0.00 psi O.OOpsi 0.00 psi O.OOpsi 0.00 psi O.OOpsi 0.00 psi Vu Phi-Vn 0.27 psi 170.00psi 0.27 psi 170.0Qpsi 0.27 psi 170.00psi 0.27 psi 170.00psi 0.27 psi 170.00psi 0.00 psi O.OOpsi 85.00 psi 0.00 OK o.oo psi O.OOpsi 85.00 psi 0.00 OK 0.00 psi O.OOpsi 85.00 psi 0.00 OK 0.00 psi O.OOpsi 85.00 psi 0.00 OK 0.00 psi O.OOpsi 85.00 psi 0.00 OK All units k Vu I Phi-Vn Status 0.001576 OK 0.001576 OK 0.001576 OK 0.001576 OK 0.001576 OK Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block" selection. TIUe Block Line 6 General Footing DESCRIPTION: BM-1F&1G -Isolated Footing Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties 2.50 ksl fc : Concrete 28 day strength = ~ : Rebar Yield = 40.0 ksl c : Concrete Elastic Modulus = 3,122.0 ksl Concrete Density = 145.0 pcf cp Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = Min Allow% Temp Reinf. = 0.00180 Min. Overturning Safety Factor = 1.50 : 1 Min. Sliding Safety Factor = 1.50 : 1 Add Fig Wt for Soil Pressure Yes Use ftg wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 24.0 in Pedestal dimensions ... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete ... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation nla # Bars required within zone nla # Bars required on each side of zone nla Ap lied Loads D Lr , P : Column Load = 6.0 OB : Overburden = M-xx = M-zz = V-x = V-z = Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:22PM Softwanl copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Soil Design Values Allowable Soil Bearin~ = 1.50 ksf Increase Bearing By ooting Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = ft Allow press. increase per foot of depth = ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft l X X : ;., . i f z Y.e" ··--·" L s w E H 6.0 k ksf k-ft k-ft k k nue Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & nue Block" selection. • Title Block Line 6 G~neral Footing DESCRIPTION: BM-1F&1G -Isolated Footing Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:22PM Softwar& copyright ENE _D_E_S_JG_N_S_U_M_M_~_R_Y ___________________________ ___,_•M¾i·i•l•U-- Min. Ratio PASS 0.8467 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.06399 PASS 0.06399 PASS 0.06399 PASS 0.06399 PASS n/a PASS 0.0 PASS n/a PASS n/a PASS n/a Detailed Results Soil Bearing Rotation Axis & Load Combination ... X-X. D Onlv X-X. +D+L X-X, +D+0.750L X-X. +0.60D Z-Z. D Onlv Z-Z. +D+L Z-Z. +D+0.750L Z-Z. +0.60D Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination X-X. +1.40D X-X. +1.40D X-X, +1.20D+1 .60L X-X, +1.20D+1.60L X-X, +1.20D+L X-X. +1.20D+L X-X. +1.20D X-X, +1.20D X-X. +0.90D X-X. +0.90D Z-Z, +1 .40D Z-Z, +1 .40D Z-Z, +1.20D+1 .60L Z-Z, +1 .20D+1 .60L Z-Z. +1 .20D+L Z-Z. +1.20D+L Item Soil Bearing Overturning -X-X Overturning -Z-Z Sliding-X-X Sliding -Z·Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure ( + Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 Xecc n/a n/a n/a n/a 0.0 0.0 0.0 0.0 Applied 1.270 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 2.10 k-fl/ft 2.10 k-fl/fl 2.10 k-fl/fl 2.10 k-fl/fl 0.0 psi 0.0 psi 0.0 psi 0.0 psi 7.143 psi Zecc (in) 0.0 0.0 0.0 0.0 n/a n/a n/a n/a Overturning Moment Sliding Force Mu Side Tension k-11 Surface 1.050 +Z Bottom 1.050 -Z Bottom 2.10 +Z Bottom 2.10 -Z Bottom 1.650 +Z Bottom 1.650 -Z Bottom 0.90 +Z Bottom 0.90 -Z Bottom 0.6750 +Z Bottom 0.6750 -Z Bottom 1.050 -X Bottom 1.050 +X Bottom 2.10 -X Bottom 2.10 +X Bottom 1.650 -X Bottom 1.650 +X Bottom Capacity 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 32.815 k-fl/fl 32.815 k-fl/fl 32.815 k-fl/fl 32.815 k-fl/fl 85.0 psi 0.0 psi 85.0 psi 85.0 psi 85.0 psi Govemlng Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D+1.60L +1.20D+1.60L +1.20D+1.60L + 1.20D+ 1.60L n/a n/a nla n/a +1.20D+1.60L Actual Soll Bearing Stress f Location Bottom, -Z Top, +Z Le , -X Right, +X 0.7798 0.7798 n/a n/a 1.270 1.270 n/a n/a 1.147 1.147 n/a n/a 0.4679 0.4679 n/a n/a n/a n/a 0.7798 0.7798 n/a n/a 1.270 1.270 n/a n/a 1.147 1.147 n/a n/a 0.4679 0.4679 Resisting Moment Stability Ratio Actual / Allow Ratio 0.520 0.847 0.765 0.312 0.520 0.847 0.765 0.312 Status All units k Resisting Force Stability Ratio As Req'd Gvm.As Actual As Phl•Mn in•2 in•2 in•2 k-ft 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp% 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp% 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 0.5184 Min Temp% 0.5314 32.815 0.5184 Min Temp% _0.5314 32.815 0.5184 Min Temp% . 0.5314 32.815 0.5184 Min Temp% 0.5314 32.815 0.5184 Min Temp % 0.5314 32.815 Status Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 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 General Footing I ,II, DESCRIPTION: BM-1F&1G -Isolated Footing Footing Flexure Flexure Axis & Load Combination Z-Z. +1.20D Z-Z. +1.20D Z-Z. +0.90D Z-Z. +0.90D One Way Shear Mu k-ft 0.90 0.90 0.6750 0.6750 Side Tension Surface -X Bottom +X Bottom -X Bottom +X Bottom Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 13 NOV 2020, 2:22PM • Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . As Req'd Gvm.As Actual As Phl*Mn Status ln"2 in"2 in"2 k-ft 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK 0.5184 Min Temp% 0.5314 32.815 OK Load Combination ... Vu@-X Vu @+X Vu@-Z Vu @+Z Vu:Max Phi Vn Vu /Phi*Vn Status +1.40D +1 .20D+1.60L +1 .20D+L +1 .20D +0.900 Two-Way "Punching" Shear Load Combination ... +1.40D +1.20D+1.60L +1.20D+L +1.20D +0.90D 0.00 psi o.oo psi o.oo psi o.oopsi o.oopsi 0.00psi 0.00 psi 0.00psi 0.00 psi 0.00 psi 0.00 psi 0.00psi 0.00 psi 0.00psi 0.00 psi Vu Phi*Vn 3.57 psi 170.00psi 7.14 psi 170.00psi 5.61 psi 170.00psi 3.06 psi 170.00psi 2.30 psi 170.00psi 0.00 psi 0.00 psi 85.00 psi 0.00 OK 0.00 psi 0.00 psi 85.00 psi 0.00 OK 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00 psi 0.00psi 85.00 psi 0.00 OK 0.00 psi 0.00psi 85.00 psi 0.00 OK All units k Vu /Phi*Vn Status 0.02101 OK 0.04202 OK 0.03301 OK 0.01801 OK 0.01351 OK Titte Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Titte Block" selection. · Titte Block Line 6 Wall Footing ..... DESCRIPTION: Ext Ftg Code References Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:47 AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor AutoCalc Fooling Weight as DL Dimensions Fooling Width Wall Thickness Wall center offset from center of footing Applied Loads P : Column Load OB : Overburden V-x M-u Vx applied = = :::: = = :::: = = 2.50ksi Soil Design Values = Allowable Soil Bearing = = 40.0ksi Increase Bearing By Fooling Weight = = 3, 122.0ksi Soil Passive Resistance {for Sliding) = = 145.0 pct Soil/Concrete Friction Coeff. = = 0.90 = 0.750 Increases based on footing Depth Reference Depth below Surface = = Allow. Pressure Increase per foot of depth = 0.00180 when base fooling is below = = = 1.0: 1 Increases based on footing Width = 1.0: 1 Allow. Pressure Increase per foot of width = Yes when fooling is wider than = Adjusted Allowable Bearing Pressure = Reinforcin 1.330ft Footing Thickness = 15in Bars along X-X Axis 6.0in Rebar Centerline to Edge of Concrete ... # of Bars in 12" Width = at Bottom of footing = 3.0in Oin Reinforcing Bar Size = ..l D Lr L s w E 0.380 0.550 in above top of footing 1.50 ksf No 250.0pcf 0.30 ft ksf ft ksf ft 1.50 ksf H 4 # 5 k ksf k k-ft Tille 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 Wall Footing . .... DESCRIPTION: Ext Ftg Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 11 NOV 2020, 8:47 AM Soflwalll copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 . . . _D_E_S_IG_N_S_U_M_M_'.A_R_Y ___________________________ ---'_-i=W•l•••U-- Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning -Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item PASS 0.5870 Soil Bearing PASS 0.002564 Z Flexure (+X) PASS 0.000882 PASS n/a PASS 0.0 Z Flexure (-X) 1-way Shear ( + X) 1-way Shear (-X) Detailed Results Soil Bearing Rotation Axis & Load Combination ... .+D+H . +D+L+H . +D+Lr+H .+D+S+H . +D+0.750Lr+0.750L +H . +D+0.750L +0.750S+H . +D+0.60W+H . +D+0.750Lr+0.750L +0.450W+H . +D+0.750L +0.750S+0.450W+H . +0.60D+0.60W+0.60H . +D+0.70E+0.60H . +D+0.750L +0.750S+0.5250E+H . +0.60D+0.70E+H Overturning Stability Rotation Axis & Load Combination ... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination ... Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination . +1.40D+1.60H , +1.40D+1.60H , +1.20D+0.50Lr+1 .60L +1.60H . +1.20D+0.50Lr+1 .60L +1.60H . +1.20D+1.60L +0.50S+1.60H . +1 .20D+1.60L +0.50S+1.60H . +1 .20D+1.60Lr+L +1.60H . +1.20D+1 .60Lr+L +1.60H . +1.20D+1 .60Lr+0.50W+1.60H . +1 .20D+1 .60Lr+0.50W+1.60H . +1.20D+L +1.60S+1.60H . +1.20D+L +1.60S+1.60H . +1.20D+1.60S+0.50W+1.60H . +1.20D+1.60S+0.50W+1.60H . +1.20D+0.50Lr+L +W+1.60H . +1.20D+0.50Lr+L +W+1.60H . +1.20D+L +0.50S+W+1.60H . +1.20D+L +0.50S+W+1.60H Mu k-fl 0.05628 0.05628 0.1052 0.1052 0.1052 0.1052 0.08384 0.08384 0.04824 0.04824 0.08384 0.08384 0.04824 0.04824 0.08384 0.08384 0.08384 0.08384 Applied 0.8805 ksf 0.1052 k-ft 0.03618 k-ft 0.0 psi 0.0 psi Gross Allowable 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf Overturning Moment Sliding Force Which Tension@Bot. Side? or Top? -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom Xecc 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in 0.0 in As Req'd jnA2 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 0.324 Capacity 1.50 ksf 41.022 k-ft 41.022 k-ft 75.0 psi 0.0 psi Governing Load Combination +D+L+H +1 .20D+0.50Lr+1.60L + +0.90D+E+0.90H nla n/a Actual Soil Bearing Stress -X +X Actual / Allowable Ratio 0.4670 ksf 0.4670 ksf 0.8805 ksf 0.8805 ksf 0.4670 ksf 0.4670 ksf 0.4670 ksf 0.4670 ksf 0.7771 ksf 0.7771 ksf 0.7771 ksf 0.7771 ksf 0.4670 ksf 0.4670 ksf 0.7771 ksf 0.7771 ksf 0.7771 ksf 0.7771 ksf 0.2802 ksf 0.2802 ksf 0.4670 ksf 0.4670 ksf 0.7771 ksf 0.7771 ksf 0.2802 ksf 0.2802 ksf Resisting Moment Stability Ratio 0.311 0.587 0.311 0.311 0.518 0.518 0.311 0.518 0.518 0.187 0.311 0.518 0.187 Units : k-fl Status Resisting Force Sliding SafetyRatio Status Gvrn. As Actual As Phi.Mn jnA2 jnA2 k-ft Status Min Temp % 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp % 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp% 1.24 41 .022 OK Min Temp% 1.24 41 .022 OK Min Temp % 1.24 41 .022 OK Min Temp % 1.24 41 .022 OK Min Temp % 1.24 41.022 OK Min Temp % 1.24 41 .022 OK Min Temp% 1.24 41 .022 OK Min Temp% 1.24 41.022 OK Min Temp % 1.24 41.022 OK Min Temp% 1.24 41.022 OK Min Temp% 1.24 41.022 OK 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 Wall Footing DESCRIPTION: Ext Ftg , +0.90O+W+1 .60H . +0.90O+W+1 .60H 0.03618 0.03618 -X Bottom +X Bottom Project Title: Romero-Guerrero Res Engineer: Marco A. Limon Project ID: Project Descr: 2-Story Remodel/Addition Printed: 1 t. NOV 2020, 8:47 AM Software copyright ENERCALC, INC. 1983-2020, 0.324 Min Temo % 0.324 Min Temo % . . 1.24 1.24 41.022 41.022 OK OK 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 Wall Footing t •••• DESCRIPTION: Ext Ftg Footing Flexure Flexure Axis & Load Combination . +1 .20D+L +0.20S+E+1.60H . +1 .20D+L +0.20S+E+1 .60H . +0.90D+E+0.90H . +0.90D+E+0.90H One Way Shear Load Combination ... +1.40D+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60Lr+L +1 .60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+L +1.60S+1 .60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+L +W+1.60H +1.20D+L +0.50S+W+1.60H +0.90D+W+1.60H +1.20D+L +0.20S+E+1.60H +0.90D+E+0.90H Mu Which Tension@Bot. k-ft Side? or Top? 0.08384 0.08384 0.03618 0.03618 -X Bottom +X Bottom -X Bottom +X Bottom Vu@ -X Vu@+X Opsi Opsi Opsi O psi O psi O psi Opsi Opsi Opsi Opsi O psi O psi 0 psi O psi O psi O psi Opsi Opsi 0 psi Opsi Opsi Opsi Opsi Opsi Project Title: Romero-Guerrero Res Engineer: Marco A Limon Project ID: Project Descr: 2-Story Remodel/Addition As Req'd Gvrn. As Actual As Phi*Mn in•2 in•2 in•2 k-ft Status 0.324 Min Temp % 1.24 41.022 OK 0.324 Min Temp% 1.24 41.022 OK 0.324 Min Temp% 1.24 41.022 OK 0.324 Min Temp% 1.24 41.022 OK Units: k Vu:Max PhiVn Vu/ Phi*Vn Status O psi 75 psi 0 OK O psi 75 psi 0 OK 0 psi 75 psi 0 OK O psi 75 psi 0 OK O psi 75 psi 0 OK O psi 75 psi 0 OK O psi 75 psi 0 OK O psi 75 psi 0 OK 0 psi 75 PSi 0 OK O psi 75 psi 0 OK 0 psi 75 psi 0 OK 0 psi 75 psi 0 OK 11/8/2020 U.S. Seismic Design Maps OSHPD Romero-Guerrero Res 2575 Davis Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1676275, -117.3459244 Carlsbad O Children's Garden Y Buena Vista Way Buena Pl Cynthia Ln The Arbors C, Go gle Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.057 S1 0.384 SMs 1.269 SM1 null -See Section 11.4.8 Sos 0.846 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.465 FPGA 1.2 PG~ 0.558 TL 8 SsRT 1.057 SsUH 1.18 SsD 1.5 S1RT 0.384 S1UH 0.423 S1D 0.6 PGAd 0.56 CRs 0.896 https://seismicmaps.org Knowles Ave Las Villas de Carlsbad 9 11/8/2020, 2:04:36 PM ASCE7-16 II Knowles Ave Stratford Ln D -Default (See Section 11.4.3) Description Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1 .0 second) Factored Uniform-hazard (2% probability of exceedance in 50 years) spectr.al acceleration. · Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods m 3 ~ 0 Q. fa Map data ©2020 1/3 11/8/2020 Type CR1 Value 0.907 https://seismicmaps.org U.S. Seismic Design Maps Description Mapped value of the risk coefficient at a period of 1 s 2/3 11/8/2020 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not Intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location In the search results of this website. https://seismicmaps.org 3/3 PROJECT Romero-Guerrero Res PAGE : CLIENT DESIGN BY: cs '.1\11 l',(,1',tll<l',t. JOB NO. DATE : 11/09/20 REVIEW BY: Wind Anal sis for Low-rise Bulldln , Based on 2018 IBC/ASCE 7-16 INPUT DATA, Exposure category (B, c or o, ASCE 7-16 26.7.3) Importance factor (ASCE 7-16 Table 1.S-2) Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width, Including overhangs Overhang sloped width Effective area of components (or Solar Panel area) DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total u ward force ANALYSIS Velocity pressure qh = o.002s6 K. K., I<.! K. v2 lw = V= K., = he = hr= L = B = Oh= A= ( 28.26 psf C 1.00 120 1 17.5 23 50 40 1.5 12 1.12 for all Category mph, (193.12 kph) Flat ft, (5.33 m) ft, (7.01 m) ft, (15.24 m) ft, (12.19 m) ft, (0.46 m) tt2, <== Overhang? (Yes or No) m2) B No 20.90 kips, (93 kN), SD level (LRFD level), Typ. 17.22 kips, (77 kN) 137.923 ft-kips, (187 kN-m) 46.31 ki s 206 kN where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K2 = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268) I<,,= wind directionality factor. (Tab. 26.6-1, for building, page 266) h = mean roof hei ht K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory] L._ ___ <...;.M:.;.;lc:.:n..,_L::,,c.:Bl, [Satisfactory) 0.90 0.85 20.25 ft (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Design pressures for MWFRS p • qh [(G Cpt )-(G Cpl )] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). Pmin = 16 psf (ASCE 7-16 26.3.4) G Cp, = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp 1 = product of gust effect factor and Internal pressure coefficlent.(Tab. 26.13-1, Enclosed Building, page 271) ., 0.18 or -0.18 a= width of edge strips, Fig 26.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3) = 4.00 ft Net Pressures IDsfl, Basic Load Cases Net Pressures IDsfl, Torsional Load C ases Roof anale 8 = 15.38 Roof anale 9 = 0.00 Roof anale 9 = 15.38 Surface Net Pressure with Net Pressure with Surface GCp1 Net Pressure with GCp1 (+GCp1) (-GCp1) GCpf (+GCpi) 1 0.49 • 6.76 16.93 -0.45 -17.81 2 -0.69 -24.59 -14.41 -0.69 -24.59 3 -0.45 -17.70 -7.52 -0.37 -15.54 4 -0.39 -16.02 -5.65 -0.45 -17.61 5 0.40 6.22 6 -0.29 -13.26 1E 0.74 15.87 26.04 -0.48 -18.65 2E -1.07 -35.33 -25.15 -1.07 -35.33 3E -0.64 -23.20 -13.02 -0.53 -20.07 4E -0.58 -21.35 -11.17 -0.46 -16.65 SE 0.61 12.15 6E -0.43 -17.24 Load Cose A (T ronsverse) Load Cose B (Longitudinal) (-GCp1) -7.63 -14.41 -5.37 -7.63 16.39 -3.11 -6.46 -25.15 -9.69 -8.48 22.33 -7.07 1T 2T 3T 4T Surface 5T 6T ,E l-fo¾ W._DD~EC1QI\ (+GCp1) (-GC•i) 0.49 2.19 4.73 -0.69 -6.15 -3.60 -0.45 -4.42 -1.66 -0.39 -4.01 -1.46 Roof anale 8 = 0.00 Ge,, Net Pressure with (+GCp1) (-GC,1) 0.40 1.55 4.10 -0.29 -3.32 -0.76 Load Cose A (Transverse) Load Case B (Longitudinal) Basic Load Case A Transverse Direction) Basic Load Case B Longltudlnal Direction) Area Pressure (kl with Area Pressure lk) wtth Surface (rt') (+GCpi) (-GCpi) Surface (rt') (+GCpi) (-GC01) 1 735 6.44 13.92 Povemang = -19.78 psf 2 871 -21.42 -12.56 2 871 -21 .42 -12.56 (ASCE 7-16 28.3.3) 3 871 -13.54 -4.68 3 871 -15.42 -6.55 5 666 4.14 10.91 4 735 -11.78 -4.30 6 666 -8.84 -2.07 1E 140 2.22 3.65 2E 166 -5.86 -4.17 2E 166 -5.86 -4.17 3E 166 -3.33 -1.64 3E 166 -3.85 -2.16 SE 144 1.75 3.22 4E 140 -2.99 -1.56 GE 144 -2.49 -1.02 :!: Horlz. 21 .30 21 .30 :!: Hortz. 17.22 17.22 Vert. -44.88 -24.53 Vert. -34.42 -14.49 Min. wind Horiz. 16.20 16.20 Min. wind Horiz. 12.96 12.96 28.4.4 Vert. -32.00 -32.00 28.4.4 Vert. -32.00 -32.00 Torslonal Load Case A !Transverse Direction I Torsional Load Case B (Longitudinal Direction) Area Pressure /kl with Torsion (ft-k) Area Pressure (k) with Torsion /ft-kl Surface (fl") (+GCpi) (-GCpi) (+GCpi) (-GCpi) Surface (rt') (+GCp1) (-GCpi) (+GCpi) (-GCpi) 1 298 2.61 5.63 27 59 2 871 -21.42 -12.56 -11 -7 2 353 -8.67 -5.08 -24 -14 3 871 -13.54 -4.68 7 2 3 353 -6.24 -2.65 17 7 5 261 1.62 4.27 13 33 4 298 -4.77 -1.74 50 18 6 261 -3.46 -0.81 27 6 1E 140 2.22 3.65 47 77 2E 166 -5.86 -4.17 36 25 2E 166 -5.86 -4.17 -33 -23 3E 166 -3.33 -1.64 -20 -10 3E 166 -3.85 -2.16 21 12 SE 144 1.75 3.22 32 58 4E 140 -2.99 -1.56 63 33 6E 144 -2.49 -1.02 45 18 1T 438 0.96 2.07 -12 -26 ST 405 0.63 1.66 -6 -16 2T 519 -3.19 -1.87 11 6 6T 405 -1.34 -0.31 -13 -3 3T 519 -2.29 -0.97 -8 -3 Total Horiz. Torsional Load, Mr 108.0 108.0 4T 438 -1.75 -0.64 -22 -8 Total Horiz. Torsional Load, Mr 138 138 Design 11ressures fgr com110nents and cladding ...--1----,: lr: ----:1 r•~;~l~~'-)1 p = qhl (G c.J -(G c.I)] 5 I.. r--7 I I I 5 ·-I I , I where: p = pressure on component. (Eq. 30.3-1, pg 334) a <on,• 5 5 tofle ~ 2 • j I I 2el -12r 2r' -1ze 0 I I ] tj Pmrn= 16.00 psf (ASCE 7-16 30.2.2) 0 I I I G C0 = external pressure coefficient. 0 I '----'-'-3 l .... -'-->--~ .6h see table below. (ASCE 7-16 30.3.2) Walls :l... L. ---i,,;;',.J 6h e 2r, Jr Jr· 2n Je ~ 8= 15.38 a Roof Os7' Roof 0>7' Effective Zone 1 Zone 1' Zone 2 Zone 2• Zone 2n Zone 2r Area (fl') Ge• -Ge• Ge. -Ge• Ge. -Ge. Ge. -GC• GC• -Ge• GC. -GC• Comp. 12 0.52 -2.00 ----0.52 -2.00 0.52 -2.89 0.52 -2.89 Effective Zone 3 Zone 3e Zone 3r Zone4 Zone 5 Area (fl') GC• -Ge• Ge. -GC• Ge. -Ge• GC• -GC• Ge. -GC• 12 --0.52 -2.89 0.52 -3.46 0.99 -1.09 0.99 -1.37 Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r Comp. & Cladding Po.illva ------,...,,,.,. ---_,_ u-•-"°'""'" -·-,.,,.,,,.,. ---Pre1aure 19.69 -61.61 I 19.69 -61.61 19.69 -86.68 19.69 -86.68 ( psf) Zone 3 Zone 3e Zone 3r Zone4 Zone 5 l'oaitlve ----Neo•tlw Politive --u .. ~------(The Max Pressure I 19.69 -86.68 19.69 I -102.81 32.96 -35.78 32.96 I -43.87 102.81 psi) ROOF LOADS Roof DL ROOFING MATERIALS SHEATHING CEILING JOIST/RAFTERS INSULATION DRYWALL OTHER (Elect.Mech.Misc) Total DL Roof LL Reduced LL Lo= 20 Rl = 0.6 R2 = 0.6 L = LoR1R2 Use Min. LL FLOOR LOADS Floor DL Flooring Sheathing Joist Drywall OTHER (Elect.Mech.Misc) Total DL Floor LL Exterior WALL LOADS (WOOD) Studs Drywall Ext. Finish (inc. Sheathing) Insulation OTHER (Elect.Mech.Misc) Total DL Interior WALL LOADS (WOOD) Studs Drywall OTHER (Elect.Mech.Misc) Total DL 4.0 psf 2.2 psf 4.8 psf 1.5 psf 3.0 psf 4.5 psf 20.0 psf 20.0 psf 7.2 psf 12 psf 7.0 psf 3.0 psf 2.1 psf 3.0 psf 4.0 psf 19.1 psf 40 psf 1.0 psf 3 psf 10 psf 1.0 psf 1.0 psf 15.98 psf 1.0 psf 3 psf 1 psf 5.0 psf Asphalt Shingles 1/2" Thick 4x12@ 24" OC Per ASCE 1/2" Gyp. Brd CBC 1607.1 CBC 16-25 CBC 1607.11.2.1 Tile 3/4" Thick 2x12@ 24" OC 1/2" Gyp. Brd CBC 1607.1 2x4@ 16" OC 1/2" Gyp. Brd Stucco 2x4@ 16" QC 1/2" Gyp. Brd Building Information AREAS Roof Area Ext Walls inter. Walls 2nd Floor Area Ext Walls inter. Walls No. of Stories APPLICABLE DEAD LOADS Roof DL Top Roof Ext wall Inter. Wall Roof DL Total Second Floor DL Ext wall Inter. Wall 2nd Floor DL Total 1580 sf 180 If 100 If 1500 sf 180 If 100 If 31,600.00 lbs 11,502.00 lbs 1,990.00 lbs 45,092.00 lbs 28,575.00 lbs 23,004.00 lbs 3,980.00 lbs 55,559.00 lbs Total weight 100,651.00 lbs Wind Analysis Results: Longitudinal =~SD Transverse =~SD Seismic Analysis: INPUT DATA Risk Category = Height h = Weight W = Imp. Factor le = Sos= S1 = S01 = Ct = R = Seis. Des. Cat. = X = Ta = Ct(hn)x = k = TL= C5=S0s/(R/le) = Cs=So1/T( R/le) = Cs=So1TL/T2(R/le) = C5=0.044S051e = Cs=O.SSi/(R/le) = Cs= T. Base Shear = II 23 100.65 1 0.846 0.384 0.490 0.02 6.5 D 0.75 0.210 1.00 8.00 0.13 0.36 13.68 0.04 0.03 0.13 ft Kips (ASCE 11.5.1) ,--''--------------------------------------, g g g (ASCE 12.8-2) (ASCE 12.2.1) Information on response spectra obtained from the USGS site: Sec, (ASCE 12.8.2.1) (ASCE 12.8.3) Sec, (ASCE Fig 22-14) (ASCE 12.8-2) (ASCE 12.8-3) Max. Cs for T<=TL (ASCE 12.8-4) Max. Cs for T>TL (ASCE 12.8-5) Cs Min (ASCE 12.8-6) Cs Min when 51>0.Gg https://seismicmaps.org/ 13.1 Kips (SD) Fpmax = 0.4S051Wpx Fpmin = 0.2SoslWp,c Level Level Floor Height Weight Lateral Force @ Each Level Diaphragm Force Floor Story No. Name Height hx Wx k W.h. Cvx Fx Vx O.M. IFi IWi fpx Area Shear ft ft k k k k-ft k k k sqft #/sqft 2 Roof 20 45.09 901.8 0.643 8.43 8.43 45.092 8.43 1580 5.33 11 8.43 1 2nd 9 55.56 500.0 0.357 4.67 92.70 13.10 100.651 9.40 1500 8.73 9 13.10 Ground 100.65 1401.9 13.10 153.91 No. Name Grid TribArea Wall V VW Length VReq OM Uplift VWall Strap Type VWReq 2 Roof Line sqft lbs ft lbs/ft ft-lbs lbs Syst. Type lbs/ft ft to 1 306 1165.8 20.8 56.0 12824.1 616.5 1 MSTA24 260 4.5 2nd Floor 2 792 3017.4 28.83 104.7 33191.7 1151.3 1 MSTA24 260 11.6 3 432 1645.9 28 58.8 18104.6 646.6 2 MSTA24 380 4.3 Grid Trib Area Wall V VW Length OM Uplift VWall Strap Line sqft lbs ft lbs/ft ft-lbs lbs Syst. Type A 792 3017.4 25.16 119.9 33191.7 1319.2 1 MSTA24 260 11.6 B 792 3017.4 13.84 218.0 33191.7 2398.2 2 MSTl48 380 7.9 0 0.0 0 #DIV/0! 0.0 #DIV/0! #DIV/0! #DIV/0! No. Name Grid Trib Area Wall V VW Length OM Uplift VWall HD 2 2nd Floor Line sqft lbs ft lbs/ft ft-lbs lbs Syst. Type to 1 289 2968.6 20.8 142.7 26717.8 1284.5 2 HDU2 w 4x4 Post N 1/4x2.5 SDS SCREWS Ground 2 680 7259.4 28.8 252.1 65334.3 2268.6 2 HDU2 w 4x4 Post N 1/4x2.5 SDS SCREWS ,. 3 396 4116.2 23.6 174.4 37045.6 1569.7 2 HDU2 w 4x4 Post N 1/4x2.5 SDS SCREWS Grid Trib Area Wall V VW Length OM Uplift VWall HD Line sqft lbs ft lbs/ft ft-lbs lbs Syst. Type A 640 7292.3 17.99 405.4 65630.9 3648.2 2 HDU4 w 4x4 Post N 1/4x2.5 SDS SCREWS B 640 3992.4 13.67 292.1 35931.7 2628.5 3 HDU2 w 4x4 Post N 1/4x2.5 SDS SCREWS 0 0.0 0 #DIV/0! 0.0 #DIV/0! #DIV/0! #DIV/0! G) (0 "' (") ► ~ c.n rn ::u ...... \N e; ~ c.n ::0 rn~C N :::::---.1 )> 0 ~(/)< N OTI 0 )> -CJ) 0 C/) I Tl O (,,.) ;o =:j )> (,,.) ~o < N o z m ~ O:::: m~ ~01A 7 7 ~ ~ oi' l/[7 V T03B(1') 7 .. 1-----.J-----j T03A(S)' I') 0 ... I== Fr l~ CIO Cjl .. .. di .. 0 DJ :::0 N 0 N 0 roi m---.1 I !II I ~I----W=::t:::::::::±:~t:==t::=t=t=="t===li==~-1-+--~ --" >< CJ) -Tl ~o -m zo G);;,;; EXISTIN~ ROOF FRAMINP TO REM~IN 0 ... I w w N ~ --" u, l\..)U, -I\..) --" u, ~--" I\..) --" 00 I\..) 0 00 :::: (JI 0) (JI CJ) Tl NOTE: ,-,,,,f. ~ PI.Nrf PROYIDED FOR TRUSS P\.ACEMENT Ofrl..Y REFER TO TRLIU CM.CUATIONS N«J a«»EERED sntUCTVAAL DRAWINOS FOR AU. FURTHER NFORMA110N 9IADNJ DESIONERIENOfNE Of RECOftD 19 IIIESf"ONSIBl. F0A AU. J«»I 111USS TO 1'IUSS CONECnONS. ltA.DINO ~ OF MCORD TO~ AHO APf"ROYE Of AL1. DESIOHS PftK>R TO 00NSTRUCllOH. AU. OEUMS A/llE ""-"'BtTY 0, _,SIO# 7lft/SI.. ALL OEIIONS ARE MIU ANO..,,., F NOT FAMJCA.1Bll •Y .allO# TJWSS. T01A 13-04-00 RAFTERS BY OTHERS ----- ..-u:!!.~ED~~o:,~OTl1EM ROOFPIT01:4.12U.HO HE£l.HE>GKT:J.1511ru.NO ~~ ROMEROOUERROREI -AU. WM.LI AT YAU..llCATMEDfW.. /1,111/EA:S MLLOON CEIUNO ~ • UXO. TAI. lfNIJTI,t Jil" U.N O .... ,.........., ~~ nw:=~=~c:·N.O. TAI..SiZE:2MU.HO REYIM>H2. REMODEl LOAOIHG AHO Rf.ACTION INFORMATION c.w.cf 7 .A,l.L TRUSSES/1/f.£.CAMBEREDFORDEADLOAODER.ECTION TIWSSSPAON0:2i4"UN.0 "EVISN)NJ :DESIQi,,j(IIJFj 11217-20 CITY 1JUIVM.LANTl:llD. l.AKUIOE, CA ll ... ,t,, 11Mf>-044,t Fu Nl,112 ..... Mlll10NTIIIUU.COM Re: 11297-20 MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R646 l 63 l 8 thru R646 l 6323 My license renewal date for the state of California is September 30, 2022. December 2,2020 Reinmuth, Dustin IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job ,• • Truss Truss Type Qty Ply R64616318 11297-20 T01 KINGPOST 19 1 ' Job Reference !ootionall M1ss1on Truss, Lakeside, CA -92040, 6-8-0 8.240 s Mar 9 2020 MITek Industries, Inc. Wed Dec 2 14:52:57 2020 Page 1 ID:Hov_XqrPAuzq1skxk8Gn4ZyD1RO-lyplpKABKjMIOkX51W83K?H6eoTp7UGqlwOkVlyCzZK 13-4--0 I 15-4--0 I 6-8-0 6-8--0 2-0--0 Scale= 1:24.7 4x8 2 3x8 = 6-8-0 13-4-0 Plate Offsets (X Yl-[1 ·0-0-6 Ed!lel [3·0-0-6 Ed!lel 6-8-0 6-8--0 . . ' . LOADING (psf) SPACING-2-0-0 CSI. DEFL. In (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.08 5-8 >999 240 MT20 220/195 TCDL 21 .0 LumberDOL 1.25 BC 0.54 Vert(CT) -0.25 5-8 >633 180 BCLL 0.0 . Rep Stress Iner YES WB 0.14 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight:43 lb FT =20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1&BtrG 2X4 OF No.1&Btr G 2X4 OF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 3=0-3-8 Max Horz 1 =-26(LC 10) Max Grav 1 =667(LC 1 ), 3=861 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1241/15, 2-3=-1260/0 BOT CHORD 1-5=0/1126, 3-5=0/1126 WEBS 2-5=0/333 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-7-13, lnterior(1) 3-7-13 to 6-8-0, Exterior(2) 6-8-0 to 10-3-13 , lnterior(1) 10-3-13 to 15-4-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. .A,. WARNING· Vertfy design paramel-and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5'19/2020 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an ildivldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate thls design Into the overall buUding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaUon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Crlterla, DSB-19 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 December 2,2020 •• Milek· MiT ek USA, Inc. 400 Sunrise Avenue, Suite 270 n ' f'/1 ,.~,,.,,.,. Job . . Truss Truss Type Qty Ply 11297-20 T01A GABLE R64616319 2 1 " Job Reference (octional) M1ssIon Truss, Lakeside, CA -92040, 6-10-8 8.240 s Mar 9 2020 MITek Industries, Inc. Wed Dec 2 14:52:59 2020 Page 1 ID:Hov _XqrPAuzq1 skxk8Gn4ZyD1 RO-iKxWEOBRsKcOd1 hTnxBXPQMROcCzbPK6CEVrZAyCzZI 6-10-8 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x6 = Plate Offsets (X Yl-I LOADING (psf) TCLL 20.0 TCDL 21 .0 BCLL 0.0 . 3x6 11 6-10-8 6-10-8 [2·0-0-12 0-2-0] [3·0-3-8 0-2-01 I SPACING-2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Iner YES 10 CSI. TC 0.75 BC 0.30 WB 0.10 6x8 II 2x4 II 8 7 6 2x4 11 DEFL. In (loc) Vert(LL) 0.00 3 Vert(CT) 0.02 4 Horz(CT) 0.00 3 13-4-0 15-4-0 6-5-8 2-0-0 13-4-0 6-5-8 1/defl n/r n/r n/a Ud 120 120 n/a 4x12 PLATES GRIP MT20 220/195 Scale = 1 :25.5 BCOL 10.0 Code IBC2015/TPl2014 Matrix-$ Weight: 67 lb FT=20% LUMBER- TOPCHORO BOTCHORO WEBS OTHERS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G 2X4 OF Stud/Std G BRACING- TOP CHORO BOTCHORO Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb) - All bearings 13-4-0. Max Herz 1 =-23(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 3, 10, 6 Max Grav All reactions 250 lb or less atjolnt(s) 9, 10, 11 , 7, 6, 5 except 1=381(LC 27), 3=475(LC 29), 8=542(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-525/152 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCOL=6.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) 0-0-0 to 3-7-13, Exterior(2) 3-7-13 to 6-10-8, Comer(3) 6-10-8 to 10-6-5 , Exterior(2) 10-6-5 to 15-4-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip OOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 10, 6. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) No notches allowed in overhang and O from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the slacking chords. For edge-wise notching, provide at least one tie plate between each notch. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. December 2,2020 £WARNING -Verify dffign paramolers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. ---1• Design valid for use only with MIT eke connectors. This design Is based only upon parameters shown, and is for an individual building a,mponent, not a truss system. Before use, the building designer must verify the applicability of design parametera and property inCOfl)Of8te this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membe<s only. Additional temporary and pem,anent bracing M iTek. is atways required for stability and to prevent cotlapse with possible P8fSOOBI injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•llty Crlterla, 0S8-19 •nd SCSI Building Component MIT ek USA. Inc. S•fety lnform•tion available from Tn.iss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 400 Sunrise Avenue, Suite 270 ~----------------------------------------------------L.Rou_\'ille...C,1'-''"="u__' ______ _, Job ' Truss Truss Type Qty Ply R64616320 11297-20 T02 GABLE 1 1 ' Job Reference lootional) M1ss1on Truss, Lakeside, CA -92040, -2-0-0 6-0-8 8.240 s Mar 9 2020 M!Tek lndustnes, Inc. Wed Dec 2 14:53:02 2020 Page 1 I0:Hov _XqrPAuzq 1 skxk8Gn4Zy01 R0-6vces2EJ9F?bUVP2S3kE 12_ ?XpFdomEZuCjV AVyCzZF 2-0-0 6-0-8 I 12-1-0 I 14-1-0 I 6-0-8 2-0-0 4.00 [12 3x4 ~ 3x4 = 4x12 2x4 II 10 6-0-8 6-0-8 9 Plate Offsets (X Yl-[2·0 3 12 0-2-01 [2·0-4-0 Edc:iel [4·0-3-12 0-2-01 [4·0-3-12 Edc:iel ' -' ' ' ' ' ' ' LOADING (psf) SPACING-2-0-0 cs,. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 21.0 LumberDOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Iner YES WB 0.09 2x4 11 2x4 = 4x8 = 8 2x4 II DEFL. Vert(ll) Vert(CT) Horz(CT) 2x4 II In (loc) 0.00 4 0.02 5 0.00 4 2x4 II 6 Udefl 12-1-0 6-0-8 Ud n/r 120 n/r 120 n/a n/a Scale = 1 :28.9 3x4 .'.::::- 4x12 = 3x6 PLATES GRIP MT20 220/195 BCDL 10.0 Code IBC2015/TPl2014 Matrix-S Weight: 61 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.1 &Btr G 2X4 DF No.1&Btr G 2X4 OF Stud/Std G 2X4 DF Stud/Std G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-1-0. (lb)-Max Horz 2=-20(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 4, 9, 7 Max Grav All reactions 250 lb or less at jolnt(s) 9, 10, 7. 6 except 2=488(LC 27), 4=488(LC 29), 8=523(LC 28) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-476/120 NOTES-(12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Comer(3) -2-0-9 to 1-7-4. Exterior(2) 1-7-4 to 6-0-8, Comer(3) 6-0-8 to 9-8-5, Exterior(2) 9-8-5 to 14-1-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable. or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 9, 7. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord. nonconcurrent with any other live loads. 11) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. 12) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. ,A. WARNING -Venty deslgr, paramet ... and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MIT ok® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not December 2,2020 Nii' Milek· a truss system. Before use, the building designer must verify the applicability of destgn parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-19 and SCSI Bulldlng Component Milek USA, Inc. Sar.ty lnfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 '------------------------------------------------------'--'R--,n~e.ill« r& """' Job Truss Truss Type Qty Ply . R64616321 11297-20 T03 GABLE 1 1 Job Reference Cootionall M1ss1on Truss, -2-0-0 2-0-0 Lakeside, CA -92040, 4-11-14 4-11-14 9-11-12 4-11-14 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Dec 2 14:53:03 2020 Page 1 ID:Hov _XqrPAuzq 1 skxk8Gn4Zy01 RO-a5A 140ExwZ7S6f _EOnFT aGXCKDaSX8xi7rT3ixyCzZE I 14-11-10 I 19-11-8 I 21-11-8 I 4-11-14 4-1 1-14 2-0-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x6 = 4.00 112 4-11-14 4-11-14 3x4 12 2x4 11 7-1-12 2-1-14 Plate Offsets (X Yl-[2·0-0-6 Edge] [7·0 0 10 Ed!:!el ' ' ' --' LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 21 .0 LumberDOL 1.25 BCLL 0.0 • Rep Stress Iner YES 9-11-12 2-10-0 CSI. TC 0.43 BC 0.27 WB 0.44 4x8 = 4 11 3x10 30 12-1-0 2-1-4 DEFL. Vert(LL) Vert(CT) Horz(CT) 3x4 ~ 10 4x4 in (foe) -0.03 12-21 -0.09 12-21 0.01 10 1/defl >999 >999 n/a 16-9-8 2-6-0 Ud 240 180 n/a 9 2x4 II 3x6 = 19-11-8 -j 3-2~ PLATES GRIP MT20 220/195 Scale = 1 :38.7 BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 93 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4 DF Stud/Std G 2X4 DF Stud/Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid celling directly applied or 6-0-0 oc bracing. REACTIONS. (lb)- All bearings 5-0-0 except Ot=length) 2=0-3-8, 7=0-3-8. Max Horz 2=-34(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 7 Max Grav All reactions 250 lb or less atjoint(s) except 2=695(LC 1 ), 7=412(LC 39), 10=1116(LC 1), 10=1116(LC 1 ), 9=403(LC 37), 9=256(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-912/0, 5-6=0/439 BOT CHORD 2-12=0/824, 11-12=0/824, 10-11=-382/27 WEBS 5-10=-973/0, 6-9=-329/36, 4-1 1=-284/10, 5-11=0/672, 3-11=-890/0 NOTES-(10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 9-11-12, Exterior(2) 9-11-12 to 13-7-9, lnterior(1) 13-7-9 to 22-0-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. December 2,2020 • WARNING -Verify design parameler. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ■-1• Design valid fOf use onty With MITekt> oonnectors. This design is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent bucl<ling of Individual truss web and/or cnord members only. Additional temporary and permanent bracing M iTek. is always required fOf stability and to prevent collapse with possih'e personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bn:1clng of trusses and truss systems, see ANSVTP/1 Quellty Criteria, DSB-11 and SCSI Bui/ding Componettt Milek USA, Inc. Safety Information available from Tn.,ss Plato Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 '---------------------------------------------------------'-'",.,.,.-•~IIJLC,.e·= ""Olfi _______ _J Job Truss Truss Type Qty Ply ' R64616322 11297-20 T03A Common 5 1 ' Job Reference (optional) M1ss1on Truss, Lakeside, CA • 92040, 4-11-14 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Dec 2 14:53:05 2020 Page 1 ID:Hov_XqrPAuzq1skxk8Gn4ZyD1RO-WUlnV3GCRANALy8d7CHxfhcWr1EG?4C?b9yAnqyCzZC -2-0-0 9-11-12 2-0-0 4-11-14 4-11-14 I 14-11-10 I 19-11-8 I 21-11-a I 4-11-14 4-11-14 2-0-0 Scale= 1:38.7 4x8 = 4 3x8 3x8 = 6-7-13 13-3-11 19-11-8 6-7-13 6-7-13 6-7-13 Plate Offsets (X Yl-[2·0-0-6 0-0-01 [6·0-0-6 0-0-01 I I . I LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 TCDL 21.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.31 8-9 >763 180 BCLL 0.0 • Rep Stress Iner YES WB 0.27 Horz(CT) 0.07 6 nla n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 801b FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Herz 2=-34(LC 10) Max Grav 2=1186(LC 1), 6=1186(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2399/0, 3-4=-2080/0, 4-5=-2080/0, 5-6=-2399/0 BOT CHORD 2-9=0/2234, 8-9=0/1478, 6-8=0/2234 WEBS 4-8=0/656, 5-8=-495/50, 4-9=0/656, 3-9=-495/50 NOTES-(7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-seoond gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2)-2-0-9 to 1-7-4, lnterior(1) 1-7-4 to 9-11-12, Exterior(2) 9-11-12 to 13-7-9, lnterior(1) 13-7-9 to 22-0-1 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving ooncentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonooncurrent with any other live loads. 7) This truss has been designed in oonformance with Section 2303.4 of the 2016 CBC. A WARNING · Verify design parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Oesjgn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not December 2,2020 111· Milek· a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is atways required for stability and to prevent oollapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSEJ..11 and SCSI Bulldlng Component Milek USA, Inc. S•fety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 400 Sunrise Avenue, Suite 270 L-------------------------------------------------------'-',,"'",~' ,.. •-=• Job . ' Truss Truss Type Qty Ply 11297-,20 T03B Common R64616323 4 1 . Job Reference {ootional) MIss1on Truss, Lakeside, CA -92040, 4-11-14 4-11-14 9-11-12 4-11-14 8.240 s Mar 9 2020 Mffek lndustnes, Inc. Wed Dec 2 14:53:06 2020 Page 1 ID:Hov _XqrPAuzq1 skxk8Gn4ZyD 1 RO-?gs9iPHqCUV1 z6jphvpACu9cJRWPkR?8pphjJGyCzZB I 14-11-10 I 19-11-8 I 4-11-14 4-11-14 Scale: 3/8"=1' 4x12 :::: 4x12 7x10 7x10 :::: 4x12 = 6-7-13 13-3-11 19-11-8 6-7-13 Plate Offsets (XY)-11·0-6-001-11115·0-6001 111 6-7-13 6-7-13 I I -I -- LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/defl 1/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.13 6-7 >999 240 MT20 220/195 TCDL 21.0 LumberDOL 1.25 BC 0.63 Vert(CT) -0.52 6-7 >450 180 BCLL 0.0 • Rep Stress Iner NO WB 0.68 Horz(CT) 0.09 5 n/a n/a BCDL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight 89 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X6 OF SS G 2X4 OF Stud/Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-7-11 oc purllns. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1 =0-3-8, 5=0-3-8 Max Horz 1=-28(LC 10) Max Grav 1=1986(LC 1), 5=1986(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4724/0, 2-3=-4401/0, 3-4=-4401/0, 4-5=-4724/0 BOT CHORD 1-7=0/4467, 6-7=0/2926, 5-6=0/4467 WEBS 3·6=0/1672, 4-6=-514/58, 3-7=0/1672, 2-7=-514/58 NOTES-(8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-9, lnterior(1) 3-9-9 to 9-11-12, Exterior(2) 9-11-12 to 13-7-9, lnterior(1) 13-7-9 to 19-9-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) This truss has been designed in conformance with Section 2303.4 of the 2016 CBC. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-82, 3-5=-82, 1-5=-120(F=-100) £WARNING· Verify design parametOB and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is basod only upon parameters shown, and is for an lndMdual building component, not a truss system. Before use, the building designer must verify the appllcabilrty of design parametors and properly inrorporate thia: design into the overall building doaign. Bracing indicated is to prevent buckling of individual truss web and/or chord member$ only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tn.tsses and truss systems, see ANSVTPl1 Quality Crtterlll, DSB-19 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain H;ghway, Suite 203 Waldort, MD 20601 December 2,2020 •• MiTek· MiT ek USA, Inc. 400 Sunrise Avenue, Suite 270 o ·-•rn ra n.c.ciC!t Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. o-'~6" For 4 x 2 orientation, locate plates 0-,,.-from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available In MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ~ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 0::: 'I' 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 , , WEBS D 0::: ol " , 0 -I o (.) 0.. 0 1-c: C7-8 Uj,-( I I 0 :\ I r ,c ~ M7 I I , I I 0.. CS-6 0 I- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or perfonmance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSlfTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. .. {gity of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to Issuing a building permit. The City will not Issue any bulldlng permit without a completed school fee form. Project # & Name: Permit#: CBR2020-3321 ...;._~--------------- Project Address: 2575 DAVIS AVE -----------------Assessor's Parcel #: 1552511000 ------------------------- Project Applicant TRUST ROMERO AMBER TRUST 08-22-13 (Owner Name) Residential Square Feet: New/Additions: 987 .;;;.;;.;.... ______________ _ Second Dwelling Unit: ________________ _ Commercial Square Feet: New/Additions: ------------------ City Certiflcation:City of Carlsbad Building Division Date: 0S/18/2021 CertlficaUon of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) lhe Information provided above Is correct and true to the best of the OWner's knowledge, and that the Owner will file an amended certificaUon of payment and pay the additional fee if Owner requests an Increase In the number of dwelRng units or square footage after the building pennll Is Issued or If the Initial determinaUon of units or square footage Is found lo be lncomict, and that (2) the Owner Is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the OWner. ! ~1! Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 (g Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dlegulto Union H.S. District · 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. 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) l£j) Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE Cl!RTIFICATION (To be completed by the •chool dlnrlct(•)) 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 faclUtles. 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:'V4,.~ £ ~"'w"YY\ :i ce:,,.. ~l\J , 6 -t:.A !:i. s, J (l · {_f:_, G:, u-. Y\. ~\ r-c,~ "') C,1 · "\ I • T1~e: S, ~ "t: \~Md::£ ¥\;\;:; .. . Date: S ~ \ ::t -'d:Q~ CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District &a ii. CAMINO ·RIAL. Phone: {) Ip Q .3.3) -SQC)Q Community & Economlc~i~~f~Oi,lldlng Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760·602~i 719 I 760.602-8558 fax I bullding@carlsbadca.gov .. STORM WATER POLLUTION PREVENTION NOTES 1. AU. NECESSARY EQUIPMENT AND MATERIALS SHAU. BE AVAILABLE ON SITE TO FAOUTATE RAPID INSTALl.ATION Of EROSION AND SEDIMENT CONTROL BMPs 'M-IEN 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 ADOtTIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'M-IICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHAU. BE IN PLACE AT THE ENO Of EACH WORKING DAY 'M-IEN 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. AOEQUA TE EROSION ANO SEDIMENT CONTROL ANO PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED ANO MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS Pt.AN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH OTY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFJCATE: I UNDERSTAND ANO Aa<NO\llEOG£ THAT I IAUST: (1) lt,IPLEMENT BEST MANAGEMENT PRACTICES (BMPS) OURJNC CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVO<O THE MOBUZATION OF POlLUTANTS SUCH AS SEDIMENT ANO TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POlLUTANTS; AND (2) ADHERE TO, ANO AT ALL TIMES, COMPLY 'MTH THIS OTY APPROVED TIER 1 CONSTRUCTION SVll'PP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVIED BY THE OTY OF CARLSBAD. ~(MC. r. g}L<£eir.JO ~) O'iM"RS/OWNER'S AGENT NAME (PRINT) ~ Ca, G/Z-~ZJ O~AME (StCNATUREJ ----ciAiE E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP CbRW&-33~-- E-29 --~ ---sw BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE ~~ So<fmentCon~BMPs ~Ps ~W=--~~a,:M~ 8 S ,§--,:t -·-O i ,:, ii "" 5 gg a.r.21e § ~'0 o -o., E CJ\ ... ., .b .b ~ ~ ~ 1 >-~ 6 .., :I: C11 C 4> ~ .5 .~ £ '" ll'l °" i -~ ........ O' ._. O ~ ~ _$ Best Management Practice• -1:1 ',E : i G) l cc g. ~ .s c§ ~ 8 ~ e> ! ~ l 4-' 5 :.... v -:r: -,£ c (B"P) D . 1· _, .. 0 .. "' .5 F .. "' .. "' (ll O "' ~ .., .. -!! ~ .. .. 2 s; -ii .. li ~ " M escnp JOf1 -, ~ 3 dli 4) e ~ -a a O J: . .-... 8 '0~ "l:> >,, 0 9) a a -0 a, 0 ::, .., ~ ., F B F" G) E X ::E o ~ o ii i o a:: m -E g oti Ji O'I _; o u ~ a-= ~ c, • l? 8. ~ =a, ~"ei j ~ -o 8. ~ ~ jgf~; ~~iiilH1H ~t~j !1H~U H~1dH~g~g Cl 3: wc5 ti\ (I) ~ u i..::: t5 tn> en v,o.. fl) c v,e::: ~a. a..o a. >U .:l"(I) :s (/) (l)CJ (I)~ :r: :s-U :i CASQAOesignation ➔ ', o;> ~ I I 7 j 1 '? '"i' o;> 7 I ~ I 7 7 1 I ~ 7 j 1 ,, ~ ConstrudionAdMly :;J cl 1.l :;J l)! l)! l)! l)j l)j ll! l)j ll! I:: I:: !Q !Q !Q ~ i i i i i i i I -.I Grodlno/Soil Disturbance .,. " ,o. ti Trenchinn1►.xcovotion 'ti )I X ..t' ' 11 Stockoilna ~ l4 '){ Drillinn/1::1:orina 1 v Concrete/A...,,alt Sowcuttlno \l '°' V Concrete Flatwork )< '>< Povina Iv Conduit /Pine Installation I• Stucco/Mortar Wonc )C 1-,. ')(. I ~ Waste Di-•sol 'Jc! )< lC I -..,,: Iv Slooinn nay Down Areo .,._ I')( I l< £n11inment Maintenance and F"uelin,., Hozordoos Substance Use/Storo•e Dewoterino Site Access Across Dirt Other /Jistl: lnstrucUons: I. Check the box to the left of all opplicoble construction octiYity (f,sl column) e,pected to occur during construction. 2. Located along the top of the BMP Tobie is o list of BMP's with it's corresponding Colifomio Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs )0lJ inlend to use during construction from the lisl Checl< the box where the chosen octMty row intersects with the BMP column. 3. Refer to the CASQA construction handbook for r1formotion and detois of the chosen BMPs and how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Page 1 of 1 PROJECT INFORMATION Site Address: 2515 ()'VIS /Wt:.• Asse,,or's Poree! Number: ISS -261-C o-00 Emergency Con tact: Nome: AMl!if2~ U>f,{6f!'C> 24 Hour Phone(:n4?)7t-q-Q(Of Construction Threat to Storm Waler Quality (Check Box) 0 MEDIUM ~LOW REV 02/16 - re.' I .I I BMP LEGEND ~ I SE-5 I I TR-1 I I SE-6 I I WM-1 I I WM-4 I !WM-SI I WM-6 I I WM-8 I SILTFENCE DIRECTION OF LOT DRAINAGE ➔ ➔ _rt ABERROLLS -FR-FR- STABIUZED CONSTRUCTION ENTRANCE ~ GRAVEL OR SAND BAGS = MATERIAL DELIVERY & STORAGE SPILL PREVENTION ANO CONTROL SOLID WASTE MANAGEMENT HAZARDOUS WASTE MANAGEMENT CONCRETE WASTE MANAGEMENT ,------' ,,-----__ ----Y!l Dii"iJ I ➔ lj I ' I I I I CE> pPOL B AR L -- -f( (NJ DECK <E) POOL ------ (E) S.F.R. 2575 Davis Ave ~ <RJGARA6E 'U' OCC. ➔ -Ii ~orJ~ I ➔ jll SE-5 I <E> L.5. t ➔ ➔ I I L'-=---=---=---=--::...-_-::l I :: '"' r-~ ➔ (E) DRIVEWA Y ~I I SE-6 I ! WM-1 11 WM-5 I ~f( I WM-4 11 WM-6 I I ➔ I WM-8 ! CfBI} f TR-1 '257S {»V,s ~€- ~ c>-qZ£C6 BMP Plan North ~ I I (f_ I I (1) > I I <{ (I) ·-> a, a (f_ I SCALE I' • 10'-c!l' ( City of 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 ..i 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. ..i Details on CAP ordinance requirements are available on the city's website. ,. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: ROMERO-GUERRERO ADDITION Property Address/APN: 155-251-10-00 Applicant Name/Co.: DOMINIC BALLERINO ApplicantAddress: P.O. BOX 122689 Contact Phone: 858-216-5241 Contact Email: dominic@ballerinodesign.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature:--~~ ,_ / Contact Phone: Contact Email: B-50 Page 1 of 6 Revised 06/18 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $ \gq ;l :J,3 c~ ,-~ I Complete Seclion(s) [ Nixes: ~ Residential □ New construction @ Additions and alterations: □ 8PV < $60,000 @ 8PV;, $60,000 i.C □ Electrical service panel upgrade only □ 8PV;, $200,000 0 Nonresidential □ New construclion □ Alterations: □ BPV;, $200,000 or additions;, 1,000 square feet □ BPV;, $1,000,000 □ ;, 2,000 sq. ft. new roof addition 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 NIA NIA All residential additions and alterations 1A,4Aj 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 18, 28, 38, 48 and 5 18,5 1B,2B,5 Building alterations of;, 75% existing gross floor area 2B,5 1 B also applies if BPV;, $200,000 Checkll$t Item Check'!he apprpp(iale boxes, .exp!aina!f no! applicable and exception items, and provide supporting ca{clJla1ions and documenlalioo as necessary. 1. Energy Efficiency Please refer to Cansbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more infonmation when completing this section. A O Residential addition or alteration ~ $60,000 building permit valuation. □ NIA ________ _ See CMC section 18.30.190. D Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi.family Requirements l!I Before 1978 Selectone: ,rf ~n □ Duct sealin li'l'Attic insulation Cool roof □ Attic insulation □ 1978 and later Select one: □ Lighting package / r heating Package □ Between 1978 and 1991 Select one: □Duct sealino □Attic insulation □Cool roof □ 1992 and later Select one: □Lighting package □Water heating package B. 0 Nonresidential' new construction or alterations ~ $200,000 building permit valuation, or additions~ 1,000 square feel □ N/A Updated 811512019 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 (comply with Caloomia Energy Code section 140.5, as amended) □ .4 Daylight design PAFs f'.5 Exhaust air heat recovery □ N/A ________ _ A5.203.1.2.1 Choose one as applicable: 095 Energy budget 0,90 Energy budget ti!l'N/A A5.211.1" D On-site renewable energy l;il' NIA A5.211.3" D Green power (if offered by local utility provider, 50% minimum renewable sources) l>l"N/A A5.212.1 D Elevators and escalators A5.213.1 , NIA D Steel framing • Includes hotels/motels and high-rtse residential buildings if N/A "For alterations~ $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMG 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 111/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements, Notes: 1) High-rise residential buildings are subjectto nonresidential photovoltaic requirement (28 below) Instead. 2) If project includes installation of an electnc 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.) 'Fonmula calculation where CFA • conditional floor area, #du • number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc B. D Nonresidential new construction or alterations ~$1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by .: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: Olf < 10,000s.f. Enter: 5 kWdc Min. System Size: 0Jf;, 10,000s.f. calculate: 15 kWdc x (GFN10,000)" kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:'" ______ x .80= Min. system size: _____ kWdc ... Attach calculation documentation using modeling software approved by the Califomia 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. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMG section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system □Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMG 18.30.170(8) {low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery 0 Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging Ag Residential New construction and major alterations• " Blease refer to Carlsbad Ordinance CMC section 18.21.140 when comoletlng this section. }K""\( ne and two-family residential dwelling or townhouse with attached garage: u ,f One EVSE Ready parking space required D Exception : 0 Multi family residential· D Exception · - Total Parking Spaces EVSE Spaces Proposed Caoable Readv Installed Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spacesx .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (Includes hotels/motels) D Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Readv T Installed I Total I l I Calculation· Refer to the table below· Total Number of Pari<ina Spaces provided Number of roouired EV SPaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 □ 26-50 4 2 D 51-75 6 3 D 76-100 9 5 I I 101-150 12 6 n 151-200 17 9 I I 201 and over 10 nsrcent of total 50 percent of Reauired EV SPaces Updated 811512019 5