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2714 INVERNESS DR; ; CBR2020-2598; Permit
Building Permit Finaled Residential Permit Print Date: 08/09/2021 Job Address: PermitType: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2714 INVERNESS DR, CARLSBAD, CA 92010-6520 BLDG-Residential Work Class: 2081124400 Track#: $115,938.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Addition {city of Carlsbad Permit No: CBR2020-2598 Status: Applied: Issued: Finaled Close Out: Inspector: Final Inspection: Closed -Finaled 10/15/2020 12/03/2020 PBurn 08/09/2021 Description: FRANKENBERG: 684 SF ADDITION CALIFORNIA ROOM// SLIDING DOOR INSTALL Applicant: Property Owner: STEVEN NOEL ARCHITECT STEVEN NOEL FRANKENBERG BRETT AND ELIZABETH M 2714 INVERNESS DR 1620 FARADAY AVE CARLSBAD, CA 92008-7313 (760) 535-784 7 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) CARLSBAD, CA 92010 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL Total Fees: $1,231.18 Total Payments To Date: $1,231.18 Contractor: TRUELINE CONTRACTING INC 1605 CHESTNUT AVE CARLSBAD, CA 92008-2614 (760) 707-9235 Balance Due: AMOUNT $682.80 $105.31 $66.00 $175.00 $182.00 $5.00 $15.07 $0.00 Please take NOTICE that approval of your project includes the 11 lmposition11 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 planning1 zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad Job Address 2714 Inverness Dr. RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Suite: ____ ,APN: 208-111-24 CT/Project #: __________________ ,Lot#: 90 Year Built: _1_9_8_2 _______ _ Fire Sprinklers: OYES¢No Air Conditioning: OYES ONO BRIEF DESCRIPTION OF WORK: Electrical Panel Upgrade: 0 YES¢ NO Addition of 684 SF California Room (Open Air), replace sliding door, associated perimeter site work [j] Addition/New:._6_84_s_F ____ Living SF, ___ ~ Deck SF, ____ Patio SF,,~ ___ Garage SF __ _ OY ¢N New Fireplace? OY ¢N, if yes how many? __ Is this to create an Accessory Dwelling Unit? !i1Remodel:_0_SF ___ SF of affected area Is the area a conversion or change of use? Ov ~N 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? (relocated) Gas BBQ ------------- osolar: ___ KW, ___ Modules, Mounted:ORoof OGround, Tilt: 0 YON, RMA: OY ON, Battery: OY ON, Panel Upgrade: OY ON [I] Reroof: Only in affected area by demolition for connection of new CA Room Roof D Plumbing/Mechanical/Electrical Only: ________________________ _ D Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name: Beth and Brett Frankenberg Name: __________________ _ Address: 2715 Inverness Dr Address: __________________ _ City: Caclsbad State:._c_A __ ,Zip: 92010 City: __________ State: ___ ,Zip: ____ _ Phone: 760-889-3077 Phone: ___________________ _ Email: frankenjed@aol.com Email: frankenjed@aol.com DESIGN PROFESSIONAL Name: Steven Noel APPLICANT Iii CONTRACTOR OF RECORD APPLICANT 0 Address: 2715 Greenock Ct City: Carlsbad State:_CA __ .Zip: 9201 o Phone: 760-535-7847 Email: STEVEN.NOELARCHITECT@GMAIL,COM Name: Nathan Joseph -Trueline Contracting, Inc. Address: 1605 Chestnut Ave City: Carlsbad State: CA Zip:_9_20_0_0 ____ _ Phone: 760-707-9235 Email: NAJOSEPH4@gmail.com Architect State License: _c_29_5_53 _________ _ State License/class:_B_-9_41_7_27 ____ ,Bus. License: 27-1111640 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING {OPTION A) OR {OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty af 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: D ! 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. _________________________________________ _ [j] 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: _,_m•_"_"_"_0_""-~_'°_'°_"'_'•_m0_,,c_c_0_:mo_"'_c' ____________ _ Policy No. 1 00161221 Expiration Date: _0_''°-'-'°-"------------- [j] Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name: NIA "¥/f>fi-" ,f ,.;."-J··· Lender's Address: _____________________ _ {OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Low for the following reason: DI, 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). DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: D "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit an the owner's behalf Proof of identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a 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 cop o the applicable la~ Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web ite: http: mfo.ca.gov/ca/aw.html. APPLICANT CERTIFICATION: SIGNATURE RE THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structur r stori sin eight. APPLICANT PRINT-DATE: ,oog20 -------- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2020-2598) Permit Type: BLDG-Residential Application Date: 10/15/2020 Owner: TRUST FRANKENBERG BRETT AND Work Class: Addition Status: Closed -Finaled ELIZABETH M Issue Date: 12/03/2020 Subdivision: CARLSBAD TCT#76-12 Expiration Date: 12/01/2021 IVR Number: 29349 Address: 2714 INVERNESS DR CARLSBAD, CA 92010-6520 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 08/03/2021 08/09/2021 Checklist Item BLDG-Building Deficiency Status COMMENTS June 4, 2021: (Virtual Inspection). 1. No building/stucco lath deficiencies. 2. Exterior stucco lath, with all penetrations sealed-silicone/caulking, nail pattern, type of wire stucco lath product, moistop flashing at perimeter of all windows and door openings, scope of work-approved. 0810312021 BLDG-Final Inspection Checklist Item 163387-2021 COMMENTS Failed Paul Burnette BLDG-Building Deficiency BLOG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final 0810912021 BLDG-Final Inspection Checklist Item 163775-2021 COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Passed Paul Burnette Monday, August 9, 2021 Passed Yes Relnspectlon Incomplete Passed No No No No No Complete Passed Yes Yes Yes Yes Yes Page4 of 4 , PERMIT INSPECTION HISTORY for (CBR2020-2598) Permit Type: BLDG-Residential Application Date: 10/15/2020 Owner: TRUST FRANKENBERG BRETT AND Work Class: Addition Status: Closed -Finaled ELIZABETH M Issue Date: 12/03/2020 Subdivision: CARLSBAD TCT#76-12 Expiration Date: 12/01/2021 IVR Number: 29349 Address: 2714 INVERNESS DR CARLSBAD, CA 92010-6520 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-14 Frame-Steel•Bolting-Welding (Decks) BLDG-34 Rough Electrical BLDG-34 Rough Electrical COMMENTS May 21, 2021: (partial pass). 1. Structural post to beam metal connectors missing/building deficiencies. 2. Partial pass for rough frame combination inspection. a) pending metal connectors {typical), post to be metal connectors required at for locations, at roof framing system. b) required retrofit "titan" anchor bolts at bottom sill plate connection to footing stemwall at lower sliding glass door location. c) Metal strap missing across lower bottom sill plate-break point between new framing connection point with existing exterior wall bottom sill plate. 3. Rest of work N OK. OK to continue and cover. 4. Pending photos of metal straps. Informed on-site architect Steve and framing contractor Fernando. May 13, 2021: 1. Final building deficiencies. (Not ready). 2. Contractor rep. Fernando-superintendent -will reschedule for rough framing combination Inspection. May 21, 2021: (partial pass). 1. Structural post to beam metal connectors missing/building deficiencies. 2. Partial pass for rough frame combination inspection. a) pending metal connectors (typical), post to be metal connectors required at for locations, at roof framing system. b) required retrofit "titan" anchor bolts at bottom sill plate connection to footing stemwatl at lower sliding glass door location. c) Metal strap missing across lower bottom sill plate-break point between new framing connection point with existing exterior wall bottom sill plate. 3. Rest of work N OK. OK to continue and cover. 4. Pending photos of metal straps. Informed on-site architect Steve and framing contractor Fernando. 06/04/2021 06/04/2021 BLDG-18 Exterior Lath/Drywall 158915-2021 Passed Tony Alvarado Monday, August 9, 2021 Passed Yes No Yes Complete Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2020-2598) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 10/15/2020 Issue Date: 12/03/2020 Expiration Date: 12/01/2021 IVR Number: Inspection No. COMMENTS 29349 Inspection Status Owner: TRUST FRANKENBERG BRETT AND ELIZABETH M Subdivision: CARLSBAD TCT#76-12 Address: 2714 INVERNESS DR CARLSBAD, CA 92010-6520 Primary Inspector Reinspection Inspection Passed BLOG-Building Deficiency May 21, 2021: (partial pass). Yes Monday, August 9, 2021 BLDG-84 Rough Combo(14,24,34,44) 1. Structural post to beam metal connectors missing/building deficiencies. 2. Partial pass for rough frame combination inspection. a) pending metal connectors (typical), post to be metal connectors required at for locations, at roof framing system. b) required retrofit "titan" anchor bolts at bottom sill plate connection to footing stemwall at lower sliding glass door location. c) Metal strap missing across lower bottom sill plate-break point between new framing connection point with existing exterior wall bottom sill plate. 3. Rest of work-OK. OK to continue and cover. 4. Pending photos of metal straps. Informed on-site architect Steve and framing contractor Fernando. 5. Shear wall nailing pattern, type, and size, scope of work-approved per structural and architectural engineer's plans and details specifications. 157868-2021 Partlal Pass Tony Alvarado Reinspection Incomplete Page 2 of 4 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-2598) Permit Type: BLDG-Residential Application Date: 10/15/2020 Owner: TRUST FRANKENBERG BRETT AND ELIZABETH M Work Class: Addition Issue Date: 12/03/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed -Finaled Expiration Date: 12/01/2021 Address: 2714 INVERNESS DR IVR Number: 29349 CARLSBAD, CA 92010-6520 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 04/06/2021 04/06/2021 BLDG-11 154266-2021 Passed Paul Burnette Complete Fou n datlo n/Ftg/Ple rs (Robar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0511112021 05111/2021 BLDG-15 Roof/RoRoof 157055-2021 Failed Paul Burnette Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No 05113/2021 05/12/2021 BLDG-15 Roof/RoRoof 157206-2021 Passed Paul Burnette Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-84 Rough 157207-2021 Failed Tony Alvarado Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency May 13, 2021: No 1. Final building deficiencies. (Not ready). 2. Contractor rep. Fernando-superintendent -will reschedule for rough framing combination Inspection. BLDG-14 May 13, 2021: No Frame-Steel-Bolting-Welding 1. Final building deficiencies. (Not ready). (Decks) 2. Contractor rep. Fernando-superintendent -will reschedule for rough framing combination Inspection. BLDG-24 Rough-Topout May 13, 2021: No 1. Final building deficiencies. (Not ready). 2. Contractor rep. Fernando-superintendent -will reschedule for rough framing combination Inspection. BLOG-34 Rough Electrical May 13, 2021: No 1. Final building deficiencies. (Not ready). 2. Contractor rep. Fernando-superintendent -will reschedule for rough framing combination Inspection. 05/21/2021 05/21/2021 BLDG-13 Shear 158041-2021 Passed Tony Alvarado Complete Panels/HD (ok to wrap) Monday, August 9, 2021 Page 1 of 4 ✓• EsG1I DATE: November 25, 2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2598 PROJECT ADDRESS: 2714 Inverness Dr SET II PROJECT NAME: Addition to Frankenberg Residence APPLICANT JURIS. 1:8] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: 1:8] 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: Date contacted:ij ~ P{jb,7V1) Telephone#: Email: Mail Telephone Fax In Person REMARKS: CITY STAFF; PLEASE REVISE THE VALUATION. USE 1s(.si,,f-ER SF OF THE ADDITION (684 SF) PER CITY JURISDICTIONAL INFO. \ By: Abe Doliente Enclosures: EsGil 11/19/20 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ✓• EsG1I DATE: October 30, 2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2598 PROJECT ADDRESS: 2714 Inverness Dr SETI PROJECT NAME: Addition to Frankenberg Residence □ APPLICANT LI JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person_ D The applicant's copy of the check list has been sent to: D EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by ) Email Mail Telephone Fax In Person [gj /4EMARKS CITY STAFF; PLEASE REVISE THE VALUATION. USE 169.50 PER SF OF THE ~ ADDITION (684 SF) PER CITY JURISDICTIONAL INFO. rurl-V By: Abe Doliente Enclosures: l}Y EsGil 10/19/20 9320 Chesapeake Drive. Suite 208 ♦ San Diego_ California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2020-2598 October 30, 2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-2598 JURISDICTION: Carlsbad PROJECT ADDRESS: 2714 Inverness Dr FLOOR AREA Addition -684 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 30, 2020 FOREWORD (PLEASE READ): STORIES: HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/19/20 PLAN REVIEWER Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy} where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2020-2598 October 30, 2020 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 4. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2019 California Residential Code, which adopts the 2019 CBC, 2019 CMC, 2019 CPC and the 2019 CEC. Section R 106.1. 5. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official. ( IF TRUSSES ARE USED). Carlsbad CBR2020-2598 October 30, 2020 FIRE PROTECTION 6. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note stating that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. 7. Show on the plans, the locations of the smoke alarms and carbon monoxide alarms (whether existing or to be added) GENERAL RESIDENTIAL REQUIREMENTS 8. Items 8 & 9 apply to the existing living and kitchen. Please show compliance. 9. All habitable rooms shall be provided with aggregate glazing area of not less than 8% of the floor area of such rooms, per Section R303.1. 10. Natural ventilation shall be provided for all habitable rooms, with the minimum openable area to the outdoors of 4% of the floor area being ventilated. Section R303.1. 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. 12. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 13. Note on the plans "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to¼" maximum openings. Section R806.1. 14. 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. Carlsbad CBR2020-2598 October 30, 2020 STRUCTURAL 15. Sheet S1 .1 of the plans refers to detail 12/S5.21. there is no detail 12 on sheet S5.21. Please clarify. 16. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 17. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. ELECTRICAL 18. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52. 19. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 a) Tamper resistant receptacles for all locations described in 210.52 and 550.13.(i.e. all receptacles in a dwelling). b) Weather resistant type for receptacles installed in damp or wet locations (outside). 4064(0)(6). c) GFCI protected outlets for locations described in NEC 21 0.B(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. ENERGY CONSERVATION 20. For plans submitted for plan check on or after 1/03/17, provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive Methods of compliance. 21. A complete energy plan check will be performed after completed and/or the corrected energy design (CF1R) has been provided. The design sheets must be signed by the document author and /or responsible designer. 22. 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). 23. 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 Carlsbad CBR2020-2598 October 30, 2020 intervals for Building Inspector review. Final completed forms will be available for the building owner." 24. Include all applicable sections of the (MF1 R) RMS-1 form or the specifications contained thereon with the plans. 25. When replacing or modifying the mechanical system: If applicable. 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 26. For plans submitted to the City on or after 4/12/19, the following Electric Vehicle requirements apply, per Carlsbad ordinance: For the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply Equipment) ready space" shall be installed: • Major residential renovations (defined as renovations/additions having a valuation of $60,000 or more) • Any project with an electrical service upgrade (including upgrades for PV installation) The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location. Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations that do not include an electrical upgrade do not require the panel capability or the 40A breaker. Check with the City for complete information. 27. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 28. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Carlsbad CBR2020-2598 October 30, 2020 Yes □ No □ 29. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Error! Reference source not found. at EsGil. Thank you. Carlsbad CBR2020-2598 October 30, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2714 Inverness Dr BUILDING OCCUPANCY: R3/U BUILDING AREA VakJation PORTION ( Sq. Ft.) Multiplier Addition 684 169.50 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Buildin Permit Fee g ... 1997 UBC Plan Check Fee ,.. Type of Review: Complete Review D Repetitive Fee ,.. Repeats Comments: □ Other □ HolI1y &Gil Fee PLAN CHECK#.: CBR2020-2598 DATE: October 30, 2020 Reg. VALUE ($) Mod. 115,938 115,938 D Structural Only $443.861 Sheet 1 of 1 engineering group Frankenberg Residence California Room 2715 Inverness Dr., Carlsbad, CA 92010 Revision 1 JEG Document: 2020-179-CALC-01-01 Submitted: 10/8/2020 Prepared for: Steven Noel, AIA 760.535.7847 steven.noel.architect@gmail.com Prepared by: Junker Engineering Group Dan Junker, SE dan@junkereng.com 8950 Jefferson Ave, La Mesa, CA 91941 619.606.5058 t/)j .... ,:y0's 6178 EXP. 09-30-21 >-1--0 Frankenberg Residence California Room JEG Doc: 2020-179-CALC-01-01 Page 12 Document History Document/ Revision Date Reason for Revision Approved by Revision# 2020-179-CALC-0 1-00 09/23/2020 Initial Issue DJ 2020-179-CALC-0 1-01 10/8/2020 Framinn revisions oer Arch DJ Table of Contents Document History............................... . ................................................................................................................. 2 Table of Contents..................... . .............................................................................................................. 2 Introduction & Objectives .. ............................................. . ............................................................................... 3 Introduction . . . . . .. . . . . . .. . .. . .. . .. . .. .. . .. . .. . . . .. . . . . .. . . . . . . . . .. . . . . . . . .. . .. ............................................................................ 3 Scope of Work . . . . .. . .. . .. . .. . .. .. . .. . . . . . . .. . .. . .. . .. . . . . . . ................................................................................. 3 Gravity Load Resisting System.......... .. ....................................................................................... 3 Lateral Load Resisting System ........................................................................................................................ 3 Limitations ............................................................................................................................................................. 3 Inputs and References ............................................................................................................................................ .4 Applicable Codes, Standards, & References.................................................................................... .. . .4 Inputs.................................. .............................................................................................. . .. .4 Gravity loads............ . .. . .. . .. . . . .. . .. . . . . . . .. . . . . . . . . .. . . . . .. . .. . .. .. . . . . . .. . .. . .. . .. . .. . .. . .. . .. . .. . .. . .. . .. . .. . .. . . . . .. . .. . .. . .................... .4 Lateral loads ..................................................................................................................................................... .4 Foundations ..................................................................................................................................................... .4 Material Properties ........................................................................................................................................... 5 Detailed Calculations ................................................................................................................................................ 6 Roof Dead Load ................................................................................................................................................... 6 Roof Live Load.. . ...................................................................................................................... 6 Wall Dead Load ........................................................... .................................................... . ............................ 6 Seismic Parameters .............................................................................................................................. 7 Seismic Mass Development......................... . ......................................................................... 8 Seismic Force Development. ................................................................................................................................ 9 Framing Design (Conventional Roof Framing) ................................................................................................... 11 Framing Design (Roof Trusses)............... .................. ..................................................................... .. .......... 28 Lateral Design ........................................................................................................................................................ 32 Cantilevered Column Evaluation .............................................. .. .......... 32 build better together. www.junkereng.com Frankenberg Residence California Room JEG Doc: 2020-179-CALC-01-01 Introduction & Objectives Introduction Scope of Work Page 13 This project consists of the structural design of a wood framed California room for an existing single-story wood framed single family residence located at 2715 Inverness Dr., Carlsbad, CA 92010. Two options for the roof framing structure are evaluated in this report (see below). Gravity Load Resisting System Roof Framing System: Option 1 for the roof framing system consists of structural plywood roof deck spanning between sawn lumber wood joists. The joists are supported by wood beams and posts. Option 2 for the roof framing structures consists of roof trusses spanning between perimeter supporting beams. Foundation System: The foundation system consists of conventional reinforced concrete footings. Continuous footings support the wall elements and pad footings are supported below posts. Lateral Load Resisting System The lateral loads caused by seismic and wind forces are resisted by cantilevered columns utilizing a moment resisting cast-in-place Simpson post base. Limitations The limitations of this engineering report are as follows: • This report is only valid for the site described in this report and does not include wind and seismic loading valid for other locations. • The re-use of this report, other than outline in this project scope, is through the consent of JEG. • This calculation report is intended to be used in conjunction with structural drawings provided by JEG as a part of this project. Calculations presented herein are invalid for other means of construction, unless approval is expressly given by JEG. build better together. www.junkereng.com Frankenberg Residence California Room JEG Doc: 2020-179-CALC-01-01 Page 14 Inputs and References Applicable Codes, Standards, & References 1. Codes and Standards: 1.1. CBC 2019: "California Building Code" 1.2. ASCE 7-16: "Minimum Design Loads for Buildings and Other Structures" 1.3. NOS 2018: "ASD/LRFD Manual, National Design Specification for Wood Construction" 2. Architectural and Engineering Drawings: 2.1. Design drawings provided by project architectural designer, Steven Noel, AIA. 3. Geotechnical Report 3.1. Soil parameters utilized herein are minimum presumptive values per the 2019 California Building Code Table 1806.2, "Presumptive Load-Bearing Values" Inputs The following are inputs to the engineering report. Gravity loads Roof design dead load Roof design live load Floor design dead load Floor design live load Lateral loads Seismic Risk Category: Method: Redundancy Factor, p Ss S1 Sos Foundations See the following pages See the following pages See the following pages See the following pages II Equivalent Lateral Force Procedure 1.3 0.968g 0.355g 0.771 g Soil parameters utilized herein are minimum presumptive values per the 2019 California Building Code Table 1806.2, "Presumptive Load-Bearing Values" build better together. www.junkereng.com Frankenberg Residence California Room JEG Doc: 2020-179-CALC-01-01 Page I 5 Material Properties Concrete Design compressive strength at 28 days shall be as follows: Slab on grade: Footings: Reinforcing Steel (ASTM A615 Grade 60) Structural Lumber 2x Joists & Blocking (Repetitive member use) Fb= 900 psi; Fv =180 psi E=1.600,000 psi 4x Beams & Blocking Fb= 900 psi: Fv =180 psi; E=1,600,000 psi 6x Beams (Beams and Stringers) Fb=875 psi; Fv = 170 psi: E=1,300,000 psi 6x Beams (Posts and Timbers) Fb=750 psi; Fv = 180 psi: E=1,300,000 psi Ledgers and Nailers (2x, 3x and 4x) Fb= 900 psi: Fv =180 psi: E=1,600,000 psi 2x4 & 2x6 Studs (Repetitive member use) Fb= 900 psi; Fv = 180 psi; Fe= 1350 psi; E=1,600.000 psi 4x Posts Fb= 1000 psi; Fv = 180 psi: Fe= 1500 psi; E=1,700,000 psi 6x Posts Fb= 1200 psi; Fv = 170 psi; Fe= 1000 psi; E=1,600,000 psi Top Plates Fb= 900psi; Ft= 575psi; Fv = 180psi; Fe= 1350psi; E=1,600 000 psi Sill and Sole Plates FC perp= 625 psi; E= 1,600.000 psi Glued Laminated Timber Beams Fb= 2400 psi; Fv= 265 psi; E= 1,800,000 psi Parallel Strand Lumber (PSL) -Stock Beams (18" & Less Depth) Fb= 2900 psi; Fv= 290 psi; E= 2,000,000 psi Laminated Veneer Lumber (LVL) Fb= 2600 psi; Fv= 285 psi; E= 1,900,000 psi Nailin Schedule Per 2015 IBC Table 2304 9 1 Framing Connectors Use ICC-ES approved framing connectors (Simpson Strong-Tie or equal, latest catalog) build better together. f,' = 2,500 psi fc' = 2,500 psi fy = 60 ksi Douglas Fir Larch No.2 Douglas Fir Larch No.2 Douglas Fir Larch No.1 Douglas Fir Larch No.1 Douglas Fir Larch No.2 Douglas Fir Larch Stud Grade Douglas Fir Larch No.1 Douglas Fir Larch No.1 Douglas Fir Larch No.2 Douglas Fir Larch No.2 24F-V4 simple span; 24F-V8 cantilevered span www.junkereng.com Frankenberg Residence Project 2020-179-CALC-01-01 Structural Calculations Description 10/8/2020 Date Document Number DJ Engineer 6 of 32 Page Detailed Calculations Roof Dead Load Deck Joist Beam (psf) (psf) (psf) Fiberglass Shingles 3.00 3.00 3.00 Waterproofing Membrane 1.00 1.00 1.00 Plywood Sheathing 2.30 2.30 2.30 T & G Decking 2.2 2.2 2.2 Roof joists/ Beams 2.00 2.00 2.00 Mechanical /Electrical/ Plumbing 1.20 1.20 Miscellaneous 0.5 1.3 1.3 Total DL 10 13.0 13.0 USE 15 PSF CONSERVATIVELY Roof Live Load Roof Slope 0-200 Slope Less Than or Equal to 4:12 20psf Slope= F:12 where 4 < F < 12 R2 X 20psf Slope Greater Than or Equal to 12:12 Wall Dead Load EXTERIOR WALL DEAD LOAD: Stucco Plywood Sheathing Stud Wall Insulation Mechanical / Electrical / Plumbing Gypsum Board Miscellaneous TOTAL WALL DEAD LOAD: 12psf R1 = 1 Tributa Area ft2 >200 TO <600 R1 x 20psf R1 x R2 x 20psf (12psf Min.) 12psf R1 = 1.2 -0.001A, 11.0 psf 1.5 psf 1.5 psf 0.5 psi 0.7 psi 2.8 psf 0.5 psi 18.5 psf ·unke engineering group Lateral (psf) 3.00 1.00 2.30 2.2 2.00 1.20 1.3 13.0 600 & UP 12psf R2 = 1 12psf R2 = 1.2 -0.05F 12psf R2 = 0.6 R1 = 0.6 Frankenberg Residence 2020-179-CALC-01-01 Project Structural Calculations Document Number DJ Description 10/8/2020 Engineer 7 of 32 Date Page Seismic Parameters 9/16/2020 ATC Hazards by Location l\T( Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2715 Inverness Dr, Carlsbad, CA 92010, USA 33.15957150000001, -117.3013549 208ft 2020-09-16T20:25:54.864Z Seismic ASCE7-16 □-default ni.! ISiand ;;entiul Habitat.. Go gle Basic Parameters Name Value Ss 0.968 s, 0.355 SMs 1.162 SM1 • null Sos 0.775 So1 • null * See Section 11 .4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA •Additional Information Name Value Description SDC • null Seismic design category F, 1.2 Site amplification factor at 0.2s F, • null Site amplification factor al 1.0s CRs 0.901 Coefficient of risk (0.2s) CR, 0.912 Coefficient of risk (1.0s) PGA 0.422 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.506 Site modified peak ground acceleration ·unke engineering group Ternecul,1 0 208 ft -,,: 0 Ci.irlsbad Cleveland National rarest Q Anla-B Des Stc.1te San o,,:i,nn o Map data© Report a map error https://hazards.atcouncil.org/#/seisrnic?lat=33.15957150000001&Ing=-117.3013549&address=27151nvemess Dr%2C Carlsbad%2C CA 92010%2C U.. 112 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 8 of 32 Page Seismic Mass Development Tributary Dead Load Calculations Dead Loads: Roof Dead Load Exterior Wall DL Average height of first level walls 1st floor exterior wood wall length 15.0 psf 18.5 psf 8 ft 15 ft (Double stud 5 ft full height wall) Tributary Dead Load to Roof Diaphragm { Roof Diaphragm & Half of 1st Level Walls): Roof Wt. 4.86 kip Ext. Wall Wt. 1.11 kip Roof Area: 323.75 ft2 L = 6.0 kip ·unke engineering group Frankenberg Residence Project 2020-179-CALC-0 1-01 Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 9 of 32 engineering group Date Page Seismic Force Development ASCE Seismic Base Shear Software c I hl ENERCALC.1NC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTIO 2020-179 FrankenBerg 2020-179 FrankenBerg Risk Category CalculdllOllC. per ASCE 7-16 Risk Category ol Building or Other Structure· -11• · All Buildings and other structures except those listed as Category fCE 7· l6, Page 4, Table f.5· 1 Ill. and IV Seismic Importance Factor ASCE 7-16, Page 5. Table 1,5-2 USER DEFINED Ground Motion ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping S5 0.9680 g, 0.2 sec response S 1 0.3550 g. 1.0 sec response Conforms to ASCE 7 Section 12.8.1 3: Regular structure with penod of 0.5 s or less. SOS limited lo max of 0 7'$0S or 1.0 for calculatior Site Class, Site Coeff. and Design Category Site Class1hcat1ol0" : Shear Wave Velocity 600 to 1.200 tusec Site Coefficients Fa & Fv 1using srraiahHine interpolation from table val Ma;,:1mum Considered Earthquake Acceleral Design Spectral Acceleratton Seismic Design Category Resisting System Fa F, SMS =Fa. Ss SMl =Fv'S1 SOS SMS. 213 S01 = SMl • 213 D (By Default per 11.4.3) 1.20 1.96 1.162 0.694 0.774 0.463 D ASCE 7-16 Table 20.3-1 ASCE 7-16 Table 11.4-1 & 11.4-2 ASCE7-16Eq.11.4-1 ASCE 7-16 Eq. 11.4-2 ASCE 7-16 Eq 11 4-3 ASCE7-16Eq. 11.4-4 E 7-16 Table 116-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System C.a_ntllevered column systems detailed to conform to specific classificatlon 6.Timber frames Response Modification Coefficient "I 1.50 System Overstrength Factor "Wo • 1.50 Deflection Amplification Factor "Cd' = 1 .50 NOTE.I See ASCE 7-16 for all applicable footm Lateral Force Procedure Equivalent Lateral Force Procedure Building height Limits Category "A & B" Limit: Category ·c· Limit· Category "D" Limit• Category "E" Limit: Category "F" Limit Limit= 35 Limit= 35 Limit= 35 Not Permitted Not Permitted ASCE 7-16 Section 12.8.2 The "Eauivalenl Lateral Force Proced1ire" is being ,med according to the prgyisions at ASCE z-16 12 8 Determine Building Period Structure Type for Building Period Calcul<AII Olher Structural Systems "Ct" value 0.020 "tin" · Height from base to highest leve "x • value 0.75 ,. Ta" Approximate tundemental period using Eq 12.8-7 · Ta Ct· {hn Ax) "TL" : Long-period transition period per ASCE 7-16 Maps 22·14 •> 22•17 " Cs " Response Coefficient 14.0 ft 0.145 sec 8.000 sec From Eq 12.8·2. Preliminary Cs Use ASCE 12.8-7 = 0.145 sec ASCE 1·16 Section 12.8.1.1 S05 : Short Period Design Spectral Response • R • : Response Mod1tication Factor · I• : Seismic Importance Factor 0.774 1.50 From Eq, 12.8·3 & 12.8·4. Cs need not exceE = From Eq 12.8·5 & 12.8·6, Cs not be less than., 0.516 2.131 0.034 User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = 0.5163 Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 10 of 32 Page ·unke engineering group Project Title: Engineer: Project ID: Project Descr: ASCE Seismic Base Shear Soltware c ight ENEACALC, INC. 1983-2020, BI.Jild:12.20.8,24 ,., DESCRIPTIO 2020· 179 FrankenBerg Seismic Base Shear Cs = 0.5163 from 12.8.1.1 Vertical Distribution of Seismic Forces ~ k • : hx exponent based on I a" 1 .00 Table of building Weights by Floor Level ... W ( see Sum W1 below ) ,. Seismic Base Shear V = Cs • W = ASCE 7-16 Section 12.8. 1 6.00 k 3.10 k ASCE 7-16 Section 12.8.3 Level# Wi :Weight Hi: Height Cv, Fx=Cvx • V Sum Story Shear Sum Story Moment 6.00 8.60 51.60 1.0000 3.10 3.10 0.00 SumWi"' 6.00 k SumWi.Hi • 51.60 k-tt Total Base Shear,. 3.10 k Base Momeni = 26.6k-tt Diaphragm Forces : Seismic Design Category "B" to "F" Level# Wpx .. Fi. Sum Fi .. Wi 6.00 MIN Req'd Force@ Level .. MAX Req'd Force@ Level Fi Sum Fi Sum Wi Fpx : Calcd Fpx: Min Fpx: Max 3.10 3.10 6.00 3 10 0.93 1.86 Weight at level of diaphragm and other structure elements attached to it. Design Lateral Force applied at the level. Sum of "Lat. Force~ of current level plus all levels above 0.20 ·Sos• 1 • Wpx 0.40 • S 05 'I' Wpx Fpx: Design Force@ Level. Wpx • SUM(x->n) Fi / SUM(x->n) wi, x = Current level. n = Top Level Seismic Load governs design. ASCE 7-16 12.10. I. 1 Fpx Dsgn. Force 1.86 3.10 Frankenberg Residence Project 2020-179-CALC-01-01 Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 11 of 32 engineering group Date Page Framing Design (Conventional Roof Framing) Wood Beam ,., DESCRIPTIO Worst Case Roof Joist CODE REFERENCES Calculations per NDS 2015, IBC 2015. CBC 2016. ASCE 7-10 Load Combination Set: ASCE 7-16 Materlal Properties Analysis Method\llowable Stress Design Load Combinat~SCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + Fb- Fc-Prll Fe -Perp Fv Ft Software I ht ENERCALC. INC. 1983-2020. Bui!d:12.20.8,24 1000 psi 1000 psi 1500 psi 625 psi 180psi 675 psi E : Modulus of Elast, Ebend-xx 1700ksi Eminbend -x 620ksi Density 31.21 pc! Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress lncrea· 0(0 030) Lr(0.040) Span= 180ft t Span=250ft Applied Loads Service loads entered. Load f,lctors w,11 be <1pol1ed for c,ilculclt1ons Beam self weighl calculated and added to loads loads on all spans .. Uniform Load on All spans : D "' 0.0150, Lr= 0.020 ksf, Tributary Width "'2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.629: 1 Maximum Shear Stress Ratio Section used for this span 4MB Section used for this span lb: Actual 1,175.0Spsi Iv: Actual Fb: Allowable 1,868.75osi Fv: Allowable Desi n OK 0.170: 1 4MB 38.25 psi 225.00 psi Load Combination +.O+lr+H, LL Comb Run (L 0 ) Load Combination +D+Lr+H, LL Comb Run (LL) Location of maximum on span 8.950ft Location of maximum on span 17.397ft Span# where maximum occurs . Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.505 in Ratio 428>:180 Max Upward Transient Deflection -0.222 in Ratio "' 268>:180 Max Downward Total Deflection 0.932 in Ratio= 231 >:120 Max Upward Total Deflection -0.403 in Ratio= 148>=120 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Ca CF:v C; c, Cm CI CL M lb F'b V ,, F's +D+H 0.00 0.00 0 00 0.00 Length=-18.0 fl 1 0.402 0.111 0,90 1,300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1345,50 0.30 17.98 162.00 length= 2.50 It 2 0.032 0.111 0,90 1,300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1345.50 0.07 17.98 162.00 +D+l+H. LL Comb Run (·L) t.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 18.0ft 1 0.362 0.100 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1495.00 0.30 17.98 180.00 Length= 2.50 ft 2 0.029 0.100 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1495.00 0.07 17.98 180.00 +D+L+H. LL Comb RLin (l') 1.300 1.00 1.15 1.00 1.00 1 00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.362 0.100 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1495.00 0.30 17.98 180.00 length= 2.50 ft 2 0.029 0.100 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1495.00 0.07 17.98 180.00 +D+l+H. LL Comb Run (LL) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.362 0.100 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1495.00 0.30 17.98 180.00 Length"' 2.50 II 2 0 029 0.100 1.00 1.300 1.00 1 15 1.00 1.00 1 00 0.11 43.42 1495.00 0.07 17.98 180.00 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 12 of 32 Page Project Title: Engineer: Project ID: Project Descr· ·unke engineering group Wood Beam Software hi ENERCALC. INC. 1983-2020, Build:12.20.8,24 '., DESCRIPTIO Worst Case Roof Joist Load CombinatIon Malt. Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFv c, c, Cm c, Cc M lb F'b V t, F', +D+Lr+H, LL Comb Aun ("L) 1.300 1.00 1.15 1.00 1.00 LOO 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.277 0.082 1.25 1.300 1.00 1.15 1.00 1.00 I 00 1.32 517.46 1868.75 0.31 18.40 225.00 Lengtti = 2.50 It 2 0.049 0.082 1,25 1,300 1.00 1.15 1.00 1.00 1.00 0.24 92.34 1868.75 0.14 18.40 225.00 +D+Lr+H, LL Comb Run (L") 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length 18.0 ft 1 0.629 0.168 1.25 1.300 1.00 1.15 1.00 1.00 LOO 3.00 1.175.08 1868.75 0.64 37.84 225.00 length= 2.50 It 2 0.023 0.168 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1868.75 0.07 37.84 225.00 +O+lr+H. LL Comb Run {LL) 1 300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 f1 1 0.616 0.170 1.25 1.300 1.00 1.15 1.00 1.00 1.00 2.94 1.150.98 1868.75 0.65 38-25 225.00 Length= 2.50 ft 2 0.049 0.170 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.24 92.34 1868.75 0.14 38-25 225.00 +OtS+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 1 8.0 ft 1 0.315 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1719.25 0.30 17.98 207.00 Length= 2.50 ft 2 0.025 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1719,25 0.07 17.98 207,00 +D+0.750Lr+0.750L+H, LL C( 1,300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length .. 18.0 ft 1 0.280 0.081 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.34 523.34 1868.75 0.31 18.29 225.00 Length =-2.50 ft 2 0.043 0.081 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1868.75 0.12 18.29 225.00 +D+0.750Lr+0.750L+H. LL C( 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Leng1h = 18.0 ft 1 0.544 0.146 1.25 1.300 1.00 1.15 1.00 1.00 1.00 2.60 1.016.58 1868.75 0.56 32.88 225.00 length = 2.50 ft 2 0.023 0.146 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1868.75 0.07 32.88 225.00 +D+0.750Lr+0.750L+H, LL C( 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length -18.0 ft 1 0.534 0.147 1.25 1.300 1.00 1.15 1.00 1.00 1.00 2.55 998.53 1868.75 0.56 33.18 225.00 Length "'2.50 It 2 0.043 0.147 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1868.75 0.12 33.18 225.00 +0+0.750L+0.750S+H, LL Co 1.300 1.00 1.15 1.00 1.00 t.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.315 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1719.25 0.30 17.98 207.00 Length= 2.50 ft 2 0.025 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1719.25 0.07 17.98 207.00 +D+0.750l+0.750S+H, LL Co 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.315 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1719,25 0.30 17.98 207,00 Length= 2.50 ft 2 0 025 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1719,25 0.07 17.98 207.00 +0+0,750L+0.750S+H, LL Co 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length .. 18.0 ft 1 0.315 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 1719.25 0.30 17.98 207.00 length ""' 2.50 ft 2 0.025 0.087 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 1719.25 0.07 17.98 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0 00 0,00 Length= 18.0 fl 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 2392.00 0.30 17.98 288,00 Length= 2.50 It 2 0.018 0,062 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 2392.00 0.07 17.98 288.00 +D+O. 750Lr+O. 750L+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length-. 18.0 ft 1 0.219 0.064 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.34 523.34 2392.00 0.31 18.29 288.00 Length = 2.50 ft 2 0.033 0.064 1.60 1.300 1.00 1.15 1.00 1.00 1.00 020 80 11 2392.00 0.12 18.29 288.00 +D+O. 750Lr +O. 750L +O. 450W · 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.425 0.114 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2.60 1.016.58 2392.00 0.56 32.88 288.00 Length .. 2.50 ft 2 0.018 0.114 1.60 1.300 1.00 1.15 1.00 1.00 t.00 0.11 43.42 2392.00 0.07 32.88 288.00 + D+O. 750Lr +O. 750L +0.450W · 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.417 0.115 1.60 1.300 1.00 1.15 1.00 1.00 1.00 2.55 998.53 2392.00 0.56 33.18 288.00 length= 2.50 ft 2 0.033 0.115 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0.12 33.18 288.00 +O+O. 750L+O. 750S+0,450W-+ 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 2392,00 0.30 17.98 288.00 Length "2.50 ft 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 2392.00 0.07 17.98 288.00 .. o+o. 750l+O. 750S+0.450W-t 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 It 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 2392,00 0.30 17.98 288.00 Length= 2.50 fl 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 2392.00 0.07 17.98 288.00 +D+O. 750L +O. 750S+0.450W-t 1,300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length " i 8.0 ft 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 2392.00 0.30 17.98 288.00 Length= 2.50 ft 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 2392.00 0.07 17.98 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 18.0 ft 1 0.136 0.037 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.83 324.71 2392.00 0.18 10.79 288.00 Length .. 2.50 ft 2 0.011 0.037 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 26.05 2392.00 0.04 10.79 288.00 +0+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 It 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541 19 2392,00 0.30 17.98 288.00 Length= 2.50 It 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 I 00 0.11 43.42 2392.00 0.07 17.98 288.00 + O+O. 750L +O. 750S+ 0, 5250E 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length .. 18.0 ft 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 2392.00 0.30 17.98 288.00 Length -2.50 ft 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 2392.00 0.07 17.98 288.00 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 13 of 32 Page Project Title: Engineer: Project ID: Project Descr: ·unke engineering group Wood Beam Software I ht ENEACALC. INC. 1983·2020, Build:12.20.8,24 ,,, DESCRIPTIO Worst Case Roof Joist Load Combination Max S1ress Ratios Moment Values Segment Length Span# M V Ca CFN C; c, Cm c, CL M fb .. o+o. 750l +0 _ 750S+0. 5250E 1.300 1.00 1.15 1.00 1.00 1.00 Length = 18.0 fl 1 0.226 0062 1,60 1.300 1.00 1.15 1.00 1.00 I 00 1.38 541.19 Length= 2.50 ft 2 0.018 0.062 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.11 43.42 +D+0. 750L+0. 750S+0.5250E 1.300 1.00 1.15 1.00 1.00 1.00 length ~ 18.0 ft 1 0.226 0.062 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.38 541.19 Length= 2.50 ft 2 0.018 0.062 1.60 1.300 1.00 1.15 1.00 1.00 LOO 0 II 43.42 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 1.00 IOO Length = 18.0 ft 0.136 0.037 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.83 324.71 Length,. 2.50 ft 2 0.011 0.037 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.07 26.05 Overall Maximum Deflections Load Combination Span Max.·-· Dell Location in Span Load Combination +D+Lr+H. LL Comb Run (l') Vertical Reactions Load Combination vera 1mum Overall MINimum +D+H +D+L+H. LL Comb Run ("L) +D+L+H. LL Comb Run (L") +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run ("L) +D+Lr+H, LL Comb Run (L ') +D+Lr+H, LL Comb Run (LL) +D+S+H I 2 +D+0.750Lr+0,750L+H, LL Comb Runt· +D+0.750Lr+O. 750L+H, LL Comb Run (L +D+0.750lr+0.750L+H, LL Comb Run {L +D+0.750L+0.750S+H, LL Comb Run ("L +D+0.750L+0.750S+H, LL Comb Run {L. +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+O. 7SOL+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H. LL Comb +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H. LL Comb +D+0.750L+0.750S+0.5250E+H. LL Comb +D+0.750L+0.750S+0.5250E+H. LL Comb +0.600-..0.70E+H D Only Lr Only. LL Comb Aun (·L) Lr Only. LL Comb Aun (L•) Lr Only. LL Comb Aun (LL) H Only 0.9315 0.0000 Support 1 0.353 0.313 0.313 0.313 0.313 0.306 0.673 0.666 0.313 0.308 0.583 0.578 0.313 0.313 0.313 0.313 0.308 0.583 0.578 0.313 0.313 0.313 0.188 0.313 0.313 0.313 0.313 0.188 0.313 -0.007 0.360 0.353 9.050 9.050 +D+Lr+H, LL Comb Run (L .) Support notation : Far lell is# Support 2 Support 3 0.467 0.414 0.414 0.414 0.414 0.521 0.774 0.881 0.414 0.495 0.684 0.765 0.414 0.414 0.414 0.414 0.495 0.684 0.765 0.414 0.414 0.414 0.249 0.414 0.414 0.414 0.414 0.249 0.414 0.107 0.360 0.467 Shear Values F'b V fv F'v 0.00 0,00 0 00 0,00 2392,00 0,30 17.98 288,00 2392,00 0,07 17.98 288.00 0 00 0.00 0.00 0 00 2392.00 0.30 17-98 288.00 2392.00 0.07 17.98 288.00 0.00 0.00 0.00 0.00 2392.00 0.18 10.79 288.00 2392.00 0.04 10.79 288.00 Max. • +" Dell Location in Span 0 0000 -0.4027 Values in KIPS 0000 2.500 Frankenberg Residence 2020-179-CALC-01-01 Project Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 14 of 32 engineering group Date Page Project Title: Engineer: Project 10; Project Descr: Wood Beam Software ht ENERCALC. INC. 1983-2020, Build:12.20.8.24 '., DESCRIPTIO Roof Joist · Shorter Span CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Methoo\llowable Stress Design Load CombinatiASCE 7-16 Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + Fb- Fc -Prll Fe -Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0psi 625.0psi 180.0psi 675.0psi E : Modulus of Elasti Ebend-xx 1,700.0ksi Eminbend -x 620.0ksi Density 31 .21 O pct Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress lncrea Q_l0_060)_,Lr(0 080) f Applied Loads Beam self weight calculated and added to loads Loads on all spans ... Span= 14 50 ft Span= 2 50ft t Serv,ce ·oads ontered Load I actors will be applied for calcura11011s Uniform Load on ALL spans : D = 0.0150, Lr= 0.020 ksf, Tributary Width = 4.0 ft DESIGN S/j_MMARY Design OK Maximum Bending Stress Ratio Section used for this span lb: Actual 0.780 1 4x8 1.456.76osi 1.868.75osi Maximum Shear Stress Ratio 0.264 · 1 Section used for this span 4x8 Iv: Actual 59.33 psi Fb: Allowable Fv: Allowable 225.00 psi Load Combination +D+Lr+H, LL Comb Run {L·) Location of maximum on span 7.128ft Load Combination +D+Lr+H. LL Comb Run (LL) Location of maximum on span 13.933ft Span # where maximum occurs "' Span # 1 Span# where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.425 in Ratio -409>=180 Max Upward Transient Deflection -0.232 in Ratio= 258>=180 Max Downward Total Deflection 0.748 in Ratio= 232>=120 Mai,; Upward Total Deflection •0.397 in Ratio= 150>=120 Maximum Forces & Stresses tor Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF,v c, c, Cm c, CL M lb F'b V t, F's +D+H 0.00 0.00 000 000 Length= 14.50 ft 1 0.471 0.165 0.90 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 1345.50 0.45 26.71 162.00 Length= 2.50 ft 2 0.060 0.165 0.90 t.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1345.50 0.12 26.71 162.00 +D+L+H. LL Comb Run (•L) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length -= 14-50 ft 1 0.424 0.148 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 1495.00 0.45 26.71 180.00 Length= 2.50 It 2 0.054 0.148 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1495,00 0,12 26.71 180.00 +D+L+H, LL Comb Run (L') 1.300 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length= 14.50 ft 1 0.424 0.148 1.00 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 1495,00 0.45 26.71 180.00 Length .. 2.50 ft 2 0.054 0.148 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1495.00 0.12 26.71 180.00 +D+L+H. LL Comb Run (LL) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 II 1 0.424 0.148 1.00 1.300 1.00 1.15 1.00 1.00 1.00 t 62 634.25 1495.00 0.45 26.71 180.00 Length= 2.50 ft 2 0.054 0 148 1.00 1,300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1495.00 0.12 26.71 180.00 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 15 of 32 Page Project Title; Engineer: Project ID: Project Oescr: ·unke engineering group Wood Beam Softw"8 I nt ENERCALC, INC. 1983-2020, Build:12.20.8,24 DESCRIPTIO Roof Joist -Shorter Span Load Combination Max Stress Ratios Moment Values Shear Values Segmenl Length Span# M V Ca CF,v c, c, Cm CI CL M tb F'b V ,, F's +D+lr+H, LL Comb Aun ("L) 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Leng\t,: 14.50 It 1 0.314 0.123 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.50 587.66 1868.75 0,47 27.73 225.00 length ,. 2.50 ft 2 0.095 0.123 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.45 177.95 1868.75 0.28 27.73 225.00 +D+lr+H, LL Comb Run (L •1 1.300 1.00 1.15 1.00 1.00 1.00 0,00 0 00 0.00 0.00 Length .-14.50 ft 1 0.780 0.259 1.25 1.300 1.00 1.15 1.00 1.00 1.00 3.72 1.456.76 1868.75 0.99 58.31 225.00 lengtti = 2.50 ft 2 0.043 0.259 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1868,75 0,12 58.31 225.00 +D+lr+H. LL Comb Aun (LL) 1.300 1.00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length"' 14.50 ft 1 0.754 0.264 1.25 1.300 1.00 1.15 1.00 1.00 1.00 3.60 1,408.91 1868.75 1.00 59.33 225.00 Lengtt, .. 2.50 ti 2 0.095 0.264 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.45 177.95 1868.75 0.28 59.33 225.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 0.369 0.129 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 1719.25 0.45 26.71 207.00 Length= 2.50 ft 2 0.047 0.129 1.15 1.300 1.00 1 15 1 00 1.00 1.00 0.20 80.11 1719.25 0.12 26.71 207.00 +D+0.750lr+0.750l+H. LL C( 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length ~ 14.50 ti 1 0.321 0.122 1.25 1.300 1.00 1.15 1.00 1.00 1.00 1.53 599.14 1868.75 0.46 27.47 225.00 length --' 2.50 ft 2 0.082 0.122 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.39 153.49 1868.75 0.24 27.47 225.00 +D+0.750lr+0.750L+H, LL C< 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 1 0.669 0.224 1.25 1.300 1.00 1.15 1.00 1.00 1.00 3.20 1,251.11 1868.75 0.85 50.41 225.00 Length"' 2.50 ft 2 0.043 0.224 1.25 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1868.75 0.12 50.41 225.00 +D+0.750Lr+0.750L+H. LL C< 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length~ 14.50 ft 1 0.650 0.227 1.25 1.300 1.00 1.15 1.00 1.00 1.00 3.11 1.215.25 1868.75 0.87 51.18 225.00 Length "'2.50 ft 2 0.082 0.227 1 25 1.300 1.00 1.15 1.00 1.00 1.00 0 39 153.49 1868.75 0.24 51.18 225.00 +D+0.750L+0.750S+H, LL Co 1.300 1.00 1.15 1.00 1.00 1 00 0.00 0,00 0.00 0.00 Lengtt, = 14.50 ft 1 0.369 0.129 1.15 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 1719.25 0.45 26.71 207.00 Lengtt, = 2.50 It 2 0.047 0.129 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1719.25 0.12 26.71 207.00 +D+0.750L+0.750S+H. LL Co 1.300 1.00 1.15 t.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 14.50 It 1 0.369 0.129 1.15 1.300 I 00 1.15 1.00 1.00 1.00 1.62 634.25 1719.25 0.45 26.71 207.00 Length., 2.50 It 2 0.047 0 129 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1719.25 0.12 26.71 207.00 +D+O, 750L+0.750S+H. LL Co 1.300 1,00 1.15 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length .. 14.50 ft 1 0.369 0.129 1.15 1.300 1.00 1.15 1.00 1,00 1.00 1.62 634.25 1719.25 0.45 26.71 207.00 Length --2.50 ft 2 0.047 0.129 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 1719.25 0.12 26.71 207.00 +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0 00 0.00 Length= 14.50 ft 1 0.265 0.093 1.60 1,300 1.00 1.15 1 00 1.00 1.00 1.62 634.25 2392.00 0.45 26.71 288.00 Length"' 2.50 ft 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0.12 26.71 288.00 +D+O. 750Lr+O. 750L+0.450W 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 14.50 ft 1 0.250 0.095 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.53 599.14 2392.00 0.46 27.47 288.00 Length = 2.50 It 2 0.064 0.095 1.60 1 300 1.00 1.15 1.00 1.00 1.00 0 39 153.49 2392.00 0.24 27.47 288.00 +D+0.750Lr+0.750L+0.450W-1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length"' 14.50 fl 1 0.523 0.175 1.60 1,300 1.00 1.15 1.00 1.00 1.00 3.20 1,251.11 2392.00 0.85 50.41 288.00 Lengtti = 2.50 ft 2 0.033 0.175 1,60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0.12 50.41 288.00 +D+O. 750Lr+O. 750L+0.450W 1.300 1.00 1 15 1.00 1.00 1.00 0 00 0.00 0.00 0.00 Length= 14.50 ft 1 0.506 0.178 1.60 1.300 1.00 1.15 1.00 1.00 1.00 3.11 1.215.25 2392,00 0.87 51.18 288.00 Lengtt, "'2.50 fl 2 0.064 0.178 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.39 153.49 2392,00 0.24 51.18 288.00 +D+O. 750L+O. 750S+0.450Wi 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt, .. 14.50 ft 1 0.265 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 2392.00 0.45 26.71 288.00 Lengtti .~ 2.50 ft 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0.12 26.71 288.00 +D+0. 750l+O. 750S+0.450Wi 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti "' 14 50 ft 1 0.265 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 2392.00 0.45 26.71 288.00 length"' 2,50 fl 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0.12 26.71 288.00 +D+O. 750l+O. 750S+0.450Wi 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 14.50ft 1 0.265 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 2392.00 0 45 26.71 288.00 Length"' 2.50 ft 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.20 80.11 2392.00 0,12 26.71 288.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length"' 14.50 ft 1 0.159 0.056 1,60 1,300 1.00 1.15 1.00 1.00 1.00 0.97 380.55 2392.00 0.27 16.03 288.00 Length =-2.50 ft 2 0.020 0.056 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.12 48.06 2392.00 0.07 16.03 288.00 +D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0 00 0.00 0.00 0.00 Length= 14.50 ft 0.265 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1 62 634.25 2392.00 0.45 26.71 288.00 Length.,._ 2.50 I! 2 0.033 0 093 1.60 1.300 1.00 1.15 1.00 1.00 1 00 0.20 80.11 2392.00 0.12 26.71 288,00 +D+O. 750L +0. 750S+0.5250E 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtt, .. 14.50 ft , 0.265 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1.00 1.62 634.25 2392.00 0.45 26.71 288.00 Lengtti 2.50ft 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 1.00 1 00 0.20 80.11 2392.00 0.12 26.71 288.00 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 16 of 32 Page Project Title: Engineer: Project ID: Project Descr: ·unke engineering group Wood Beam Software ht ENEACALC, INC. 1983·2020, Build:12.20.8.24 '" DESCRIPTIO Roof Joist • Shorter Span Load Combmation Max Stress Ratios Segment Length Span# M V Cd CF.:V c, c, Cm +D+O. 750l+O. 750S+0.5250E 1.300 1.00 1.15 i.00 Length= 14.50 It 1 0.265 0 093 1.60 1.300 1.00 1.15 1.00 Length= 2.50 tt 2 0.033 0.093 1.60 1.300 1.00 1.15 1.00 -..D-t0. 750L+0. 750S+0.5250E-1.300 1.00 1.15 1.00 length --' 14.50 ft 1 0-265 0.093 1.60 1.300 1.00 1.15 1.00 length= 2.50 ft 2 0.033 0.093 1.60 1.300 1.00 1.15 t.00 +0.60D+0.70E+H 1.300 1.00 1.15 1.00 Length= 14.50 ft 0.159 0.056 1.60 1.300 1.00 1.15 1.00 Length .. 2.50 ft 2 0.020 0.056 1.60 1.300 1.00 1.15 1.00 Overall Maximum Deflections Load Combination Span Max. " -" Defl Location in Span +D+Lr+H. LL Comb Run (L") 1 2 0.7480 7.291 0.0000 7.291 Moment Values Ct CL M lb 1 00 1.00 1.00 1.00 1.62 634.25 1.00 1.00 0.20 80.11 1.00 1.00 1.00 1.00 1.62 634.25 1.00 1.00 0.20 80.11 1.00 1.00 1.00 1.00 0.97 380.55 1.00 1.00 0.12 48.06 load Combination +D+lr+H, LL Comb Run (L ") Vertical Reactions Support notation · Far left is# 0.563 0.797 ... o+H 0.461 0.653 ... o+L+H. LL Comb Run {'l) 0.461 0.653 +D+L-1-H, LL Comb Run IL') 0.461 0.653 -1-D+L+H, LL Comb Run (LL) 0.461 0.653 ... o+Lr+H, LL Comb Run ("L) 0.444 0.870 +D+Lr+H, LL Comb Run (L ') 1.041 1.233 +D+Lr+H, LL Comb Run (LL) 1.024 1.450 +D+S+H 0.461 0.653 +D+0.750Lr+0.750L+H, LL Comb Run(" 0.448 0,816 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.896 t.088 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.883 1.251 +D+0.750L+0.750S+H, LL Comb Run ("L 0.461 0.653 +D+0.750L+0.750S+H, LL Comb Run (L" 0.461 0.653 +D+0.750L+0.750S+H. LL Comb Aun (LL 0.461 0.653 +D+0.60W+H 0.461 0,653 +D+0.750Lr+0.750L+0.450W+H. LL Comb 0.448 0.816 +D+0.750Lr+0.750L+0.450W+H. LL Comb 0.896 1.088 +D+0.750Lr+0.750L+0.4SOW+H, LL Comb 0.883 1.251 +D+0.750L+0.750S+0.450W+H. LL Comb 0.461 0.653 +D+0.750L+0.750S+0.450W+H. LL Comb 0.461 0.653 +D+0.750L+0.750S+0.450W+H. LL Comb 0.461 0.653 +0.600+0.60W+0.60H 0.276 0.392 +D+0.70E+0.60H 0.461 0.653 +0+0.750L+0.750S+0.5250E+H. LL Comb 0.461 0.653 +D+0.750L+0.750S+0.5250E+H. LL Comb 0.461 0,653 +0+0.750L+0.750S+0.5250E+H. LL Comb 0.461 0.653 +0.60D+0.70E+H 0.276 0.392 D Only 0.461 0.653 Lr Only. LL Comb Aun ("l) -0.017 0.217 Lr Only, LL Comb Run (l") 0.580 0.580 Lr Only. LL Comb Run (LL) 0.563 0.797 H Only Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2392.00 0.45 26.71 288.00 2392.00 0.12 26.71 288.00 0.00 0.00 0.00 0.00 2392.00 0.45 26.71 288.00 2392.00 0.12 26.71 288.00 0.00 0.00 0.00 0.00 2392.00 0.27 16.03 288.00 2392.00 0.07 16.03 288.00 Max. • +" Dell Location m Span 0.0000 -0.3970 Values in KIPS 0 000 2.500 F'rankenberg Residence Project 2020-179-CALC-01-01 Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 17 of 32 engineering group Date Page Project Tille: Engineer: Project ID: Project Descr: Wood Beam Software hi ENERCALC. INC. 1983-2020, Build:12.20.8.2-4 DESCRIPTIO Hip Beam CODE REFERENCES Calculations per NOS 2015. IBC 2015. CBC 2016. ASCE 7-10 Load Combinalion Set : ASCE 7-16 Material Properties Analysis MethoQ\llowable Stress Design Load CombinaMSCE 7-16 Wood Species OF/OF Wood Grade 24F-V8 Fb + Fb- Fc -Pr11 Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.25,185.0.04125J_Lr(0,335810,055} 6.75x12 Span= 23 50 ft 2,400.0psi 2,400.0psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0psi E : Modulus of Elast, Ebend-xx 1.800.0ksi Eminbend -x 950.0ksi Ebend-yy 1.600.0ksi Eminbend -y 850.0ksi Density 3, .21 0 pc! ,., 6.75x12 Span=350ff -1 Applied Loads S(~rv,w lodds Mlered lo,1d f-s1c.tors wo11 be dpplll'd for c,1lcul,1t,or1s Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load: □= 0.0150->0.0150, Lr"' 0.020a:>0.020 ksf, Extent= 0.0 ··>> 23.50 ft, Trib Width= 16.790->2.750 ft Load for Span Number 2 Varying Uniform Load: D= 0.01050->0.01050, Lr: 0.020->0.020 ks!, Extent= 0.0 --» 3.50 ft, Trib Width= 2.750->0.0 ft DESIGN SUMMARY Desi n OK Maximum Bending Stress Ratio 0.643: 1 Maximum Shear Stress Ratio 0.259 : 1 Section used for this span 6.7Sx12 Section used for this span 6. 75x12 tb: Actual 1 .856.03osi fv: Actual 85.78 psi Fb: Allowable 2,885.86osi Fv: Allowable 331.25 psi Load Combination +D+Lr+H. LL Comb Run (L·) Location of maximum on span 10.503ft Span# where maximum occurs = Span # 1 Load Combination +D+Lr+H. LL Comb Run (L•) Location of maximum on span 0.000 ft Span# where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Delleclion 0.774 in Ratio= 364>=180 Max Upward T ransienl Deflection -0.348 in Ratio= 240>=180 Max Downward Total Deflection 1.419in Rat,o-~ 198>=120 Max Upward Total Deflection -0.636 in Ratio -130>=120 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CF,v c, c, Cm CI Cl M lb F'b V ,, F'v +D+H 0.00 0.00 0.00 0.00 Length"' 23.50 ff 0.406 0.162 0.90 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 2077.82 2.09 38.70 238.50 Length , 3.50 f1 2 0.006 0.162 0.90 1.000 1.00 1.00 1.00 1 00 1.00 0.17 12.33 2160.00 0 07 38.70 238.50 +D+L+H. LL Comb Run ("L) 1.000 t.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length"' 23.50 ft 1 0.365 0.146 1.00 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 2308.69 2.09 38.70 265.00 Length,,, 3.50 ft 2 0.005 0.146 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.17 12.33 2400.00 0.07 38.70 265.00 +D+L+H. LL Comb Run (L') 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 Length -23.50 ft 1 0.365 0.146 1.00 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 2308.69 2.09 38.70 265.00 Frankenberg Residence 2020-179-CALC-01-01 Project Structural Calculations Description 10/8/2020 Date Wood Beam ,., DESCRIPTIO Hip Beam Load Combination MaK Stress Ratios Segment length Span# M V Length = 3.50 ft 2 0.005 0.146 +O+l+H. LL Comb Run (LL) Length-.. 23.50 ft 1 0.365 0.146 Length .. 3.50 ft 2 0.005 0.146 +D+Lr+H, LL Comb Run ('L) Length = 23.50 It 1 0.291 0.117 Length = 3.50 ft 2 0.007 0 117 +D+Lr+H, LL Comb Run (L ·) Length .. 23.50 ft 1 0.643 0.259 Length "" 3.50 ft 2 0.004 0.259 +D+Lr+H, LL Comb Run (LL) Length= 23.50 ft 1 0.642 0.259 Length= 3.50 ft 2 0.007 0.259 +D+S+H Length " 23.50 ft 0.318 0.127 Length "'3.50 ft 2 0.004 0.127 +D+0.750Lr+0.750L+H. LL Ct Length = 23.50 ft 1 0.291 0.117 Length = 3.50 ft 2 0.006 0.117 +D+0 750Lr+0.750L+H. LL C< length = 23.50 ft 1 0.555 0.223 length= 3.50 ft 2 0.004 0.223 +D+0.750Lr+0.750L+H, LL Cc Length .. 23.50 ft 1 0.554 0.223 Length -• 3.50 ft 2 0.006 0.223 +D+0.750L+0.750S+H. LL Co Length = 23.50 ft 1 0.318 0.127 Length= 3.50 ft 2 0.004 0.127 +D+0.750l+0.750S+H. LL Co Length "23.50 ft 1 0.318 0.127 Length = 3.50 11 2 0.004 0.127 +D+0.750L+0.750S+H, LL Co Length = 23.50 ft 1 0.318 0,127 Length ~ 3.50 ft 2 0.004 0.127 +D+0.60W+H Length "' 23.50 ft 1 0.228 0.091 Length= 3.50 ft 2 0.003 0.091 +D+0. 750Lr +0. 750L +0.450W- length .. 23.50 ft 1 0.227 0.091 length " 3.50 ft 2 0.005 0.091 +D+0. 750Lr +0. 750L +0.450W · Length= 23.50 ft 1 0.434 0.175 length= 3.50 ft 2 0.003 0.175 +D+0. 750Lr+0. 750L+0.450W- length -.-23.50 ft 1 0.433 0.174 Length "'3.50 ft 2 0.005 0.174 +D+0. 750L+0. 750S+0. 450W 1 Length= 23.50 ft 1 0.228 0.091 Length .. 3.50 ft 2 0.003 0.091 +D +0. 750L +0. 750S+0.450W-+ length = 23.50 ft 1 0.228 0.091 Length= 3.50 ft 2 0.003 0,091 +D+0. 750L +O. 750S+0.450W-1 Length ., 23.50 ft 1 0.228 0.091 Length ~ 3.50 ft 2 0.003 0.091 +0.60D+0.60W+0.60H Length = 23.50 ft 1 0 137 0.055 Length= 3.50 ft 2 0.002 0.055 +D+0,70E+0.60H length -= 23.50 ft 0.228 0.091 Document Number DJ Engineer 18 of 32 Page Ca CF,v c, 1.00 1.000 1.00 1.000 1.00 1,00 0.962 1.00 1.00 1.000 1.00 1.000 1 00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.15 0.962 1.00 1.15 1.000 1.00 1.000 1.00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.25 0.962 1.00 1.25 1.000 1.00 1.000 1.00 1.15 0.962 1.00 1.15 1.000 1.00 1.000 1.00 1.15 0.962 1.00 1.15 1.000 1.00 1.000 1.00 1.15 0.962 1.00 1.15 1.000 1.00 1.000 1.00 1.60 0.962 1.00 1.60 1.000 1.00 1.000 1.00 1.60 0.962 1.00 1.60 1.000 1.00 1.000 1.00 1.60 0.962 1.00 1.60 1.000 1.00 1,000 1.00 1.60 0.962 1.00 1.60 I .000 1.00 1,000 1.00 1,60 0,962 1,00 1.60 1.000 1.00 1.000 1.00 1.60 0.962 1.00 1,60 1.000 1.00 1.000 1.00 1.60 0.962 1.00 1.60 1 000 1.00 1.000 1.00 1.60 0.962 1.00 1.60 1,000 1.00 1.000 1.00 1.60 0.962 1.00 c, Cm 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 t.00 1.00 1.00 i.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 !.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 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 1.00 ·unke engineering group Project Title: Engineer: Project 10: Project Descr: Software I hi ENERCALC. INC. 1983-2020, Build:12.20.8.24 Momeni Values Shear Values c, Cl M lb F'b V Iv F's 1.00 1.00 0 17 12.33 2400.00 0.07 38.70 265.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 2308.69 2.09 38.70 265.00 1.00 1.00 0.17 12.33 2400.00 0.07 38.70 265.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11 33 839.29 2885,86 2,09 38.61 331.25 1.00 1.00 0.28 20.65 3000.00 0.12 38.61 331.25 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 25.06 1.856.03 2885.86 463 85.78 331.25 1.00 1.00 0.17 12.33 3000.00 0.07 85.78 331.25 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 25.01 1,852.35 2885,86 4.63 85.69 331.25 1.00 1.00 0.28 20.65 3000.00 0.12 85.69 331.25 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 2654.99 2.09 38.70 304.75 1.00 1.00 0.17 12.33 2760,00 0.07 38.70 304.75 1.00 1.00 0,00 0.00 0.00 0.00 1,00 1.00 11.34 840.22 2885.86 2.09 38.63 331.25 1.00 1.00 0.25 18.57 3000 00 0.11 38.63 331.25 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 21.64 1.602.78 2885.86 4.00 74.01 331.25 1.00 1.00 0.17 12.33 3000.00 0.07 74.01 331.25 1.00 1.00 0.00 0.00 0.00 0.00 1,00 1.00 21.60 1.599.99 2885.86 3.99 73.94 331.25 1 00 1.00 0.25 18.57 3000.00 0.11 73.94 331.25 1.00 1.00 0,00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 2654.99 2.09 38.70 304.75 1.00 1.00 0.17 12.33 2760.00 0,07 38.70 304.75 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 2654.99 2.09 38.70 304.75 1.00 1.00 0.17 12.33 2760.00 0,07 38.70 304.75 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 2654.99 2.09 38.70 304.75 1.00 1.00 0.17 12.33 2760.00 0.07 38.70 304.75 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 3693.90 2.09 38.70 424.00 1.00 1.00 0.17 12.33 3840.00 0.07 38.70 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.34 840.22 3693.90 2.09 38.63 424.00 1.00 1.00 0.25 18.57 3840.00 0.11 38.63 424.00 1.00 LOO 0.00 0.00 0.00 0.00 1.00 1.00 21.64 1.602.78 3693.90 4.00 74.01 424.00 1.00 1.00 0.17 12.33 3840.00 0.07 74.01 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 21.60 1.599.99 3693.90 3.99 73.94 424.00 1.00 1.00 0.25 18.57 3840.00 0.11 73.94 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 3693.90 2.09 38.70 424.00 1.00 1.00 0.17 12.33 3840.00 0.07 38.70 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11 38 843.01 3693,90 2.09 38.70 424.00 1,00 1.00 0.17 12.33 3840.00 0.07 38.70 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 3693.90 2.09 38.70 424.00 1.00 1.00 0.17 12.33 3840.00 0.07 38.70 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 6,83 505.81 3693.90 1,25 23.22 424.00 1.00 1.00 0.10 7.40 3840.00 0.04 23.22 424.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.38 843.01 3693.90 2.09 38.70 424.00 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date Wood Beam ,., DESCRIPTIO Hip Beam 2020-179-CALC-01-01 Document Number DJ Engineer 19 of 32 Page Project Tille: Engineer: Project ID: Project Descr: Software ·unke engineering group I ht ENERCALC. INC. 1983-2020. Bulld:12.20.8.2"4 Load Combmation Max Stress Ratios Moment Values Shear Values Segmenf Length Span# M V Lengtt, = 3.50 tt 2 0.003 0.091 +D+O. 750L +O. 750S+O .5250E- Lengtll ., 23.50 ft 1 0.228 0.091 Lengtll = 3.50 ft 2 0.003 0.091 + D+O _ 750L +0. 750S+ 0 .5250E Length = 23.50 ft 1 0.228 0.091 Length= 3.50 ft 2 0.003 0.091 +D+O. 750L+O. 750S+0.5250E Length= 23.50 fl 1 0.228 0.091 Length · 3.50 fl 2 0.003 0.091 +0.60D+0.70E+H Length= 23.50 ft 0.137 0.055 Length= 3,50 fl 2 0.002 0.055 Overall Maximum Deflections Load Combination +O+Lr+H. LL Comb Run (L ") Vertical Reactions +D+H +O+L+H. LL Comb Run ('L) +D+L+H. LL Comb Run {L") +D+L+H, LL Comb Run (LL) +D+Lr+H. LL Comb Run ("l) +O+Lr+H. LL Comb Run (L ") +O+Lr+H, LL Comb Run (LL) +D+S+H Span ' 2 +0+0.750Lr+0.750L+H, LL Comb Run(" +0+0.750Lr+0.750L+H. LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750L+0.750S+H. LL Comb Run ('L +0+0.750L+0.750S+H. LL Comb Run (L • +D+0.750L+0.750S+H. LL Comb Run (LL +D+0.60W+H +D+0.750Lr+O, 750L+0.450W+H, LL Comb +D+O. 750Lr+0.750L+0.450W+H. LL Comb +D+0.750lr+0.750L+0.450W+H, LL Comb +D+0.750l+0.750S+0.450W+H. LL Comb +D+0.750l+O 750S+0.450W+H. LL Comb +D+0.750l+0.750S+0.450W+H. LL Comb +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750l+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H. LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H 0 On!y Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (l ") Lr Only, LL Comb Run (LL) HOnly Cd CF!V C; c, Cm Ct c, M fb 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 12.33 1.000 1.00 1.00 tao 1.00 1.00 1.60 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 12.33 1.000 1.00 1.00 1.00 1.00 1.00 1.60 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 12.33 1.000 1.00 1.00 1.00 1.00 1.00 1.60 0.962 1.00 1.00 1.00 1.00 1.00 11.38 843.01 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 12.33 1.000 1.00 1.00 1.00 1.00 1.00 1.60 0.962 1.00 1.00 1.00 1.00 1.00 6.83 505.81 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.10 7.40 Max."." Dell Location in Span Load Combination 1.4187 11.553 0.0000 1 t .553 +D+Lr+H, LL Comb Run (L ') Support notation · Far lelt is# Support 1 Support 2 Support 3 ., 9 3. 82 2.841 1.847 2.334 1.635 2.334 1.635 2.334 1.635 2.334 1.635 2.329 1.736 5.179 3.381 5.175 3.482 2.334 1.635 2.330 1.711 4.468 2.944 4.464 3.020 2.334 1.635 2.334 1.635 2.334 1.635 2.334 1.635 2.330 1,711 4.468 2.944 4.464 3.020 2.334 1.635 2.334 1.635 2.334 1.635 1.400 0.981 2.334 1.635 2.334 1.635 2.334 1.635 2.334 1.635 1.400 0.981 2.334 1.635 ·0.005 0.101 2.846 1.746 2.841 1,847 F'b V ,, F', 3840.00 0.07 38.70 424.00 0.00 0.00 0.00 0.00 3693.90 2.09 38.70 424.00 3840.00 0.07 38.70 424.00 0.00 0.00 0.00 0.00 3693.90 2.09 38.70 424.00 3840.00 0.07 38.70 424.00 0.00 0.00 0.00 0.00 3693.90 2.09 38.70 424.00 3840.00 0.07 38.70 424.00 0.00 0.00 0.00 0.00 3693,90 1,25 23.22 424.00 3840.00 0.04 23.22 424.00 Max. • +" Dell Location In Span 0.0000 -0.6364 Values In KIPS 0.000 3.500 Frankenberg Residence Project 2020-179-CALC-01-01 Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 20 of 32 engineering group Date Page Project Title: Engineer: Project ID: Project Descr· Wood Beam Software c I hi ENERCALC. INC. 1983-2020, Build:12.20.8.2◄ DESCRIPTIO Low Beam (Below Ridge Beam) CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Methoo\llowable Stress Design Load Combinat~SCE 7-16 Fb + 2,400.0 psi 2.400.0 psi 1,650.0 psi E : Modulus of Elasll Wood Species OF/OF Wood Grade 24F-VB Beam Bracing Completely Unbraced 0(4 660) Lr(S.70) I • Fb- Fc-Pnl Fe -Perp Fv Ft 6.75x12 Span= 17 660 fl 650.0 psi 265.0 psi 1,100.0 psi Ebend-xx 1,800.0ksi Eminbend -x 950.0ksi Ebend-yy 1.600.0ksi Eminbend -y 850.0ksi Density 31.210pcf )f Applled Loads Sc•rv,ce !oc1ds eritl•rt•d !.oc1d fc1ctors w,11 bo ,ipplied for c,ilcu;,1t1ons Beam self weigh! calculated and added to loads Loads on all spans .. Point Load: D = 4.660, Lr= 5.70 k, Starting at: 3.50 ft and placed every 0.0 ft thereafter DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.740 1 Maximum Shear Stress Ratio 0.472: 1 Section used for this span 6.75x12 Section used for this span 6.75x12 lb: Actual 2.179.31 psi fv: Actual 156.39 psi Fb: Allowable 2.947.01 psi Fv: Allowable 331.25 psi Load Combination +D1-Lr Load Combination +D+Lr Location of maximum on span 3.545ft Location of maximum on span 0.000ft Span# where maximum occurs Span# 1 Span# where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.374 in Ratio"' 566 >::a240 Max Upward Transient Deflection 0.000 in Ratio -0<240 Max Downward Total Delleclion 0.701 in Ratio= 302>=180 Max Upward Total Defleclion 0.000 in Ratio= 0-::180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Ca CF.-v c, c, Cm CI c, M fb F'b V Iv F'v OOnly 0.00 0.00 0.00 0.00 Length= 17.596 ti 1 0.468 0.301 0.90 0.990 1.00 1.00 1.00 1.00 0.99 13.48 998.17 2134,70 3.87 71.75 238.50 Length = 0.06445 II 1 0.002 0.301 0.90 0.990 1.00 1.00 I 00 1.00 1.00 0.07 5.15 2138.04 1,06 71,75 238.50 +D1-Lr 0.990 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 17.596 tt 1 0.740 0.472 1.25 0.990 1.00 1.00 1.00 1.00 0.98 29.42 2.179.31 2947.01 8.44 156-39 331.25 Lengtli = 0.06445 ft 1 0.004 0.472 1.25 0.990 1.00 1.00 I 00 1.00 1.00 0.14 10.54 2969.50 2.19 156-39 331.25 +D+0.750Lr 0.990 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 17.59611 1 0.639 0.408 1.25 0.990 1.00 1.00 1.00 1.00 0.98 25.43 1,884.03 2947,01 7,30 135.23 331.25 Length= 0.06445 ft 1 0.003 0.408 1.25 0.990 1.00 1.00 1.00 1.00 1.00 0.12 9.19 2969.50 1.91 135.23 331.25 +0.600 0.990 1.00 1.00 1.00 1.00 1.00 0.00 0 00 0.00 0.00 Length 17.596 It 1 0.160 0.102 1.60 0.990 1.00 1.00 1.00 1.00 0.98 8.09 598.90 3745.18 2.32 43.05 424.00 Length "0.06445 ft 1 0.001 0.102 1.60 0.990 1.00 1.00 1.00 1.00 LOO 0.04 3.09 3800.96 0 64 43.05 424.00 F'rankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-0 1-01 Document Number DJ Engineer 21 of 32 Page Project Title: Engineer: Project ID: Project Oescr: ·unke engineering group Wood Beam Software co I ht ENERCALC, INC. 1983·2020, Build;12.20.8.24 DESCRIPTIO Low Beam (Below Ridge Beam) Overall Maximum Deflections Load Combination Span Max. •. • Dell Location in Span Load Combination +O ... Lr Vertical Reactions load Combination Overall MAX1mum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only 0.7013 Suppor1 1 8.462 4.570 3.891 8.462 7.319 2.335 4-570 7.734 Support notalton : Far left is# Support 2 2.208 1.130 1.079 2.208 1.926 0.647 1.130 Max. • +" Dell Location in Span 0.0000 0.000 Values in KIPS Frankenberg Residence Project 2020-179-CALC-01-01 Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 22 of 32 engineering group Date Page Project Title: Engineer: Project 10: Project Descr: Wood Beam Soltware I ht ENERCALC, INC, 1983-2020, Build:12.20.8.24 '" DESCRIPTIO Low Edge Beam CODE REFERENCES Calculations per NOS 2015, IBC 2015. CBC 2016. ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Metho¢.llowable Stress Design Load CombinaM.SCE 7-16 Fb + 1,350.0psi 1,350.0psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasti Fb-Ebend-xx 1,600.0ksi Fc-Prll Fe -Perp Fv Eminbend -x 580.0ksi Wood Species Douglas Fir-Larch Wood Grade No.1 Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling f D<O 1234) 0(0,135",0J Lrl]!.18,Ql __ 6x12 Span=170ft Density 31.210pcf i Applied Loads S(•rv,ce ioc1de> entered l o;.id F.!ctors wdl be .1ppl1cd for calcul,11,on" Beam self weight calculated and added to loads Loads on all spans .. Uniform Load on ALL spans: D = 0.01050 ksf, Tributary Width= 11.750 ft Load for Span Number 1 Varying Uniform Load: D-= 0,0150->0.0150, Lr-=c 0.020->0.020 ks!. Extent= 0.0 -·>> 17.0 ft. Trib Width= 9.0->0.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Dellect1on Max Upward Total Deflection 0.629 1 6x12 1,D61.63psi 1,687.SOosi +D+Lr Maximum Shear Stress Ratio Section used for this span Iv: Actual 7.755tt Span# 1 0.153 in Ratio "- 0.000 in Ratio= 0.500 in Ratio., 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 1334 >=240 0<240 408:>:180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment length Span# M V Cd CFN c, c, Cm CI Cc M lb F'b □Only 0.00 length= 17.0 fl 0.604 0 260 0,90 1,000 1.00 1.00 1.00 1.00 1.00 7.41 733.75 1215.00 +D+lr t.000 1.00 1.00 1.00 1.00 1.00 0.00 Length., 17.0 ft 0.629 0.283 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.73 1.061.63 1687.50 +D+0.750Lt 1.000 1.00 1.00 1.00 1.00 1.00 0.00 length = 17_0 It 0_580 0.259 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.90 979.50 1687.50 +O 600 1.000 1.00 1.00 1.00 1.00 1.00 0,00 length"' 17.0 fl 0.204 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.45 440.25 2160.00 Desi n OK 0.283: 1 6x12 60.18 psi 212.50 psi +D+Lr o.ooott Span# i Shear Values V Iv F'v 0.00 0.00 0.00 1.68 39.85 153.00 0.00 0.00 0.00 2.54 60.18 212.50 0.00 0.00 0.00 2.32 55.10 212.50 0.00 0.00 0.00 1.01 23.91 272.00 F'rankenberg Residence Project Structural Calculations Description 10/8/2020 Date Wood Beam DESCRIPTIO Low Edge Beam Overall Maximum Deflections load Combination +D+lr Vertical Reactions vera 1mum Overall MINimum D Only +D+lr +D+0.750lr +0.60D Lr Only Span 2020-179-CALC-0 1-01 Document Number DJ Engineer 23 of 32 Page Project Title: EnQineer: Pro1ect ID: Project Descr: ·unke engineering group Software copyrl hi ENERCALC, INC. 1983·2020, Build:12.20.8.24 Max.•-· Dell Location in Span Load Combinalion Max.·+" Dell Location in Span 0.4996 8.376 0.0000 0.000 Support notation : Far left is# Values in KIPS Support 1 Support 2 1.020 0.510 1.930 1.548 2.950 2.058 2.695 1.930 1.158 0.929 1.020 0.510 Frankenberg Residence 2020-179-CALC-01-01 Project Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 24 of 32 engineering group Date Page Project Title: Engineer: Project ID: Project Descr: Wood Beam Software I ht ENEACALC. INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTIO Low Main Beam CODE REFERENCES Calculations per NOS 2015. IBC 2015, CBC 2016. ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis MethoQ\llowable Stress Design Load Combinatiti.SCE 7-16 Fb + Fb - 2,400.0 psi 2.400.0 psi 1,650.0 psi E: Modulus of Elasti Wood Species DF/DF Wood Grade 24F-VS Fe -Prlt Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling r 0(1 08)1Lr(1.13) (0.105\Lr(0 14) 5.5x12 Span=190ft 650.0 psi 265.0 psi 1.100.0psl Ebend-xx 1,800.0ksi Eminbend -x 950.0ksi Ebend-yy 1,600.0ksi Eminbend -y 850.0ksi Density 31.210pcf 1 Applied Loads Se,v-c,o ;oads ori1tired lo,1d F;JC1ors w,11 bP ~1ppl1ed lor c;ilcuiat1ons Beam self weight calculated and added to loads Point Load: D = 1.080. Lr= 1.130 k@ 8.50 ft Uniform Load D = 0.0150, Lr= 0.020 ksf, Tributary Width"' 7.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination 0.665 1 5.5x12 1,993.75psi 3,000.00psi +D+Lr Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 8.529ft Span# 1 Location ol maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward T olal Dellection Max Upward ToIa1 Deflection 0.463 in Ratio= 0.000 in Ratio, 0.916 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment length Span# M V Cd CFN C; c, Cm DOnly Length'° 19.0 ft 0-437 0.154 0.90 1.000 1.00 1.00 1.00 +D+Lr 1,000 1.00 1.00 1.00 Length,,, 19.0 ft 0,665 0.236 1,25 1.000 1.00 1.00 1.00 +D+O, 750lr 1.000 1.00 1,00 1.00 Length" 19.0 ft 0.577 0.204 1.25 1.000 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 Length= 19.0 ft 1 0.148 0.052 1.60 1.000 1,00 1.00 1.00 Overall Maximum Deflections 471>=240 0<240 249>=180 0<180 c, Cc t.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 F'b 0.00 10 39 944.22 2160.00 0.00 21.93 1,993.75 3000.00 0.00 19.05 1,731.37 3000.00 0.00 6.23 566.53 3840.00 Design OK 0.236: 1 5.5x12 78.02 psi 331.25 psi -t-O+Lr o.ooott Span# 1 Shear Values V Iv F's 0.00 0.00 0.00 1.61 36 69 238.50 0.00 0.00 0,00 3.43 78.02 331.25 0.00 0.00 0.00 2.98 67.69 331.25 0,00 0.00 0.00 0.97 22.01 424,00 Load Combination Span Max. •-· Dell Location in Span Load Combination Max. • +" Dell location in Span +D+Lr 0.9155 9.361 0.0000 0.000 F'rankenberg Residence Project Structural Calculations Description 10/8/2020 Date Wood Beam DESCRIPTIO Low Main Beam Vertical Reactions era 1mum Overall MINimum 0 Only ... o+Lr +D+0.750Lr +0.60D Lr Only 2020-179-CALC-0 1-01 Document Number DJ Engineer 25 of 32 Page Project Title: Engineer: Project ID: Project Descr: ·unke engineering group Software c I hi ENERCALC. INC. 1983-2020, Build:12.20.B.2◄ Support 1 3.68 1.954 1.730 3.685 3.196 1.038 1.954 Suppon notation · Far left is# Support 2 2 1.836 1.617 3.452 2.993 0.970 1 836 Values in KIPS Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 26 of 32 Page Project Title: Engineer: Project ID: Project Descr: ·unke engineering group Wood Beam Sohware co ht ENERCALC. INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTIO Header Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis MethoQ\llowable Stress Design Load CombinatiA.SCE 7-16 Fb + Fb- 2,900.0psi 2,900.0psi 2,900.0 psi E : Modulus of Elast1 Fc -Prll Fe -Perp Fv Ebend-xx 2,000.0ksi Eminbend -x 1,016.54ksi Wood Species ilevel Truss Joist Wood Grade Parallam PSL 2.0E Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(6 470) Lr(4 438) 0(0 1q13) lr{0.1350) 3 5x16 O Span=c1301t 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf Applied Loads SL•rv,ce loads entered I oc1d Factors w,II be Jppl1ed for cak:ulc1t1ons Beam self weight calculated and added to loads Loads on all spans .. Uniform Load on ALL spans: D = 0.0150, Lr= 0.020 ksf, Tributary Width= 6.750 ft Point Load: D = 6.470, Lr= 4.438 k, Starting at: 6.0 It and placed every 0.0 It thereafter DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination 0.926 1 3.5x16.0 3,250.05osi 3.511.0?osi Maximum Shear Stress Ratio Section used for this span Iv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs +D+Lr 6.026ft Span# 1 Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.183 in Ratio "' 0.000 in Ratio= 0.429 in Ratio" 0.000 in Ratio " Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Co CFN c, c, Cm DOnly Length " 13.0 ft 0.741 0.421 0,90 0,969 1.00 1.00 1.00 .. o+Lr 0.969 1.00 1.00 1.00 Length -13.0 ft 0.926 0.531 1.25 0.969 1.00 1.00 1.00 +D+0.750Lr 0.969 1.00 1.00 1.00 Length= 13.0 fl 0.828 0.474 1.25 0.969 1.00 1.00 1.00 +0.600 0.969 1.00 1.00 1.00 Length= 13.0 ft 0.250 0.142 1.60 0.969 1.00 1.00 1.00 852 >=240 0<240 363>=180 0<180 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 Moment Values M lb F'b 0.00 23.32 1,874.14 2527.97 0.00 40.45 3.250.05 351 t.07 0.00 36.16 2.906.07 3511,07 0.00 13.99 1,124.48 4494.17 Desi n OK 0.531 : 1 3.5x16.0 192.48 psi 362.50 psi +D+Lr 0.000ft Span# 1 Shear Values V ,, F', 0.00 0.00 0.00 4.10 109.77 261.00 0.00 0.00 0.00 7.19 192.48 362.50 0,00 0.00 0.00 6,41 171.80 362.50 0.00 0.00 0.00 2.46 65.86 464.00 ~rankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-0 1-01 Document Number DJ Engineer 27 of 32 Page Project Title: Engineer: Project ID: Project Descr: ·unke engineering group Wood Beam Software c i hi ENERCALC. INC. 1983-2020, Build:12.20.8,24 DESCRIPTIO Header Beam Overall Maximum Deflections Load Combination +O+Lr Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +O+Lr +D+0.750lr +0.60D Lr Only Span Max."-" Dell Location in Span Load Combination 1 0.4289 6.405 Support notation : Far left 1s # Support 1 Support 2 7.523 3.267 4.256 7.523 6.706 2.554 3.267 6.684 2.926 3.758 6.684 5.953 2.255 2.926 Max. "+" Dell location in Span 0.0000 0.000 Values in KIPS Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 28 of 32 Page Framing Design (Roof Trusses) ·unke engineering group Wood Beam Software copyrl ht ENERCALC. INC. 1983-2020. BuikU2.20.8.24 ,., DESCRIPTIO Truss-option Edge Beam -Dan CODE REFERENCES Calculations per NOS 2015, IBC 2015. CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis MethoQ\llowable Stress Design Load CombinaM.SCE 7-16 Fb + Fb- 2,400.0 psi 2,400.0psi 1,650.0psi E : Modulus of Elast, Wood Species OF/OF Wood Grade 24F-V8 Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(1902J 1 Lr{1.48) 0(0.285), L~(.9_,J_~)i_ ax12 Span = 17 250 ft 650.0psi 265.0psi 1,100.0psi Ebend-xx 1,800.0ksi Eminbend -x 950.0ksi Ebend-yy 1.600.0ksi Eminbend -y 850.0ksi Density 31.210pcl Applied Loads Serv•ce loads enlured load F.iclors will be-,.1ppl1ed for calculat,ons Load for Span Number 1 Uniform Load: D = 0.0150. Lr= 0.020 ksf, Extent= 0.0 -->> 17.250 ft Tributary Width= 19.0 ft Point Load: D"' 1.902. Lr= 1.480 k@ 9.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination 0.935: 1 8x12 2,804.0?psi 3,000.00osi +D+Lr Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection 9.75811 Span# 1 Location of maximum on span Span# where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.602 in Ratio= 0.000 in Ratio -= 1.137in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination MaK Stress Ratios Segment length Span# M V Cd CF.V C; c, Cm 0 Only Length= 17.250 It 0.621 0.238 0.90 1.000 1.00 1.00 1.00 +D+lr 1.000 1.00 1.00 1.00 Lengtll = 17.250 fl 0.935 0.369 1.25 1.000 1.00 1.00 1.00 +D+0.750lr 1.000 1.00 1.00 1.00 Length= 17.250 ft 0.813 0.319 1.25 1.000 1.00 1.00 1.00 +0-60D i.000 1.00 1.00 1.00 Length"' 17.250 ft 1 0.210 0.080 1,60 1.000 1.00 1.00 1.00 Overall Maximum Deflections 343 >=240 0<240 182>=180 0<180 c, CL 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb F'b 0.00 18.47 f ,340.85 2160.00 0.00 38.63 2,804.07 3000.00 0.00 33.59 2,438.26 3000.00 0.00 11.08 804.51 3840.00 Design OK 0.369: 1 8x12 122.07 psi 331.25 psi +D+Lr 16.306lt Span# 1 Shear Values V Iv F'v 0.00 0.00 0.00 3.26 56.77 238.50 0.00 0.00 0.00 7.02 122.07 331.25 0.00 0.00 0.00 6.08 105.75 331.25 0.00 0.00 0.00 1.96 34.06 424.00 Load Combination Span Max.·--Dell Location in Span load Combination Max. "+" Dell Location in Span +D+Lr 1.1373 8.751 0.0000 0.000 l'rankenberg Residence Project 2020-179-CALC-01-01 Structural Calculations Description 10/8/2020 Date Wood Beam Document Number DJ Engineer 29 of 32 Page DESCRIPTIO Truss-option Edge Beam· Dan Vertical Reactions Load Combination vera 1mum Overall MINimum D Only 1-01-Lr +D+0.750lr +0.60D Lr Only 3.921 3.285 7.206 6.226 1.971 3 921 4.114 3.533 7.647 6.619 2.120 4.114 Project Title: Engineer: Proiect ID: Project Descr: Software · Far left is# ·unke engineering group ht ENEACALC. INC.1983-2020, Build:12.20.8.24 Values in KIPS Frankenberg Residence 2020-179-CALC-01-01 Project Document Number DJ Structural Calculations ·unke Description 10/8/2020 Engineer 30 of 32 engineering group Date Page Project Title: Engineer: Project 10: Project Descr: Wood Beam Software c I hi ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO Truss-option Main Beam• Dan CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016. ASCE 7•10 Load Combination Set: ASCE 7-16 Material Properties Analysis Methoo\llowable Stress Design Load CombinaMSCE 7-16 Fb + 1,350.0psi 1,350.0psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Elasti Wood Species Douglas Fir-larch Wood Grade No, 1 Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.12>._Lr(O 16) 6x12 Span=190fl Ebend-xx 1,600.0ksi Eminbend -x 580.0ksi Density 31.210pcl Applied Loads Sl•rv,ce loc1ds eritNl'd. t 03d Fc.1ctors will be c1polIed for CdlcuIa1Ion,-, Uniform Load : D = 0.01 50, Lr = 0.020 ksf, Tributary Width = 8.0 ft DE!:i/GN SUMMARY Maximum Bending Stress Ratio Section used for this span lb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Dellection Max Downward Total Deflection MaK Upward Total Deflection 0.741: 1 6x12 1,250.69psi 1,687.S0psi +D+Lr Maximum Shear Stress Ratio Section used tor this span Iv: Actual 9.500ft Span# 1 0.423 in Ratio = 0.000 in Ratio= 0.740 in Ratio .. 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 538>=360 0-::;360 307>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combmation Max Stress Ratios Moment Values Segmem Length Span# M V Cd CFN C; c, Cm c, CL M lb F'b D Only 0.00 Length= 19 O fl 0.441 0.160 0.90 1,000 1.00 1.00 1.00 1.00 1.00 5.42 536.01 1215.00 +D+Lr 1,000 1.00 1.00 1.00 1.00 1.00 0.00 Length "' 19.0 fl 0.741 0.269 1.25 1,000 t.00 1.00 1.00 1.00 1.00 12.64 1,250.69 1687.50 +D~0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 19.0 ft 0.635 0.230 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.83 1.072.02 1687.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length .. 19.0 ft 1 0.149 0.054 1.60 1,000 1,00 1.00 1.00 1.00 1.00 3.25 321.61 2160.00 Overall Maximum Deflections Desi n OK 0.269: 1 6x12 57.10 psi 212.50 psi +D+Lr 18.099ft Span# 1 Shear Values V ,, F's 0.00 0.00 0.00 1.03 24.47 153.00 0.00 0.00 0.00 2.41 57.10 212.50 0.00 0.00 0.00 2.06 48.94 212.50 0.00 0.00 0.00 0.62 14.68 272.00 Load Combination Span Max."." Dell Location in Span Load Combination Max."+' Dell Location in Span +D+Lr t 0.7404 9.569 0.0000 0.000 Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date 2020-179-CALC-01-01 Document Number DJ Engineer 31 of 32 Page Project Title: Engineer: Project 10: Project Descr: ·unke engineering group Wood Beam Software c i ht ENERCALC. INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTIO Truss-option Main Beam -Dan Vertical Reactions vera 1mum Overall MINimum D Only +O+lr +D+0.750Lr +0.60D Lr Only 2. 1.520 1.140 2.660 2.280 0.684 1.520 Support notation · Far left is# Support 2 0 1.520 1.140 2.660 2.280 0.684 1.520 Values in KIPS Frankenberg Residence Project Structural Calculations Description 10/8/2020 Date Lateral Design 2020-179-CALC-01-01 Document Number DJ Engineer 32 of 32 Page Cantilevered Column Evaluation engineering group V 1.J' 0. 7' :J.1 1_: L.: ::::..-----111ap= 1.~ 11 =P Base shear, see previous. Considerin,~ Ha f forces resist~d b11 main structure 2 Base shear, ASD, considering redundancy coefficient V •= • .3• V =l.284 kip ~ . v.col :=: -D.32I. kip Lateral load to top of each column 4 ;J h ::8 ft Column height Moment @ c:olumn base M .col::v.cvl•h=(2.567. J03 ) lbf •ft • • • • • • J.taScl "1111lm!I Cbl~IM N). Slzc M:~Ft47 ~d ~fGllZ 6A8 M"E8BZ 8.1.8 WE44Z 1 (:c-1 IIPCOOZ t c,o >,iPE88Z 818 Oime.lSiclru (11.} ~Ip H :111. 71~ 7V111 511,I rv. 7lt. ~-17!'• n, 311, 1v. 7V, !i'le· 7~ 7-.. 7,i.frv. 7<.:. 7,. I Concret: Allow• Loads StronJ.(Jdv~ · MornllRtM Upllt Lallllril F1 I SOSScrews 'I {IL·lb,1 I I ,[ . UIIC~lled Cr~ llncnclted Cl'llcked Uncni;ked 0'111Cklld I ' Mort-R•nforce4 Concnte Wind •d s-llc DB1n CllflClfY Alli (1S)•~·x~ 4.~ I l8;>() li5(1 1 }?!', 1 liO l 915 (24) 1,o· ~ 2W I 6.315 6,615 3~35 2 ~Ob I 26~ I 1.11,~ f36)Y, x l" 0,)45 6,960 7,200 5 5«) 4100 2910 ~ ...... n,,..., ~r-.-J (16) •,.• x2W 4,185 3,350 1,:35 1075 1,IBO 830 C24) loo' ,2'W !j,)1& 1 !,,81~ ),f ,., 2110 2,0;:; l •,045 (36) \', X J" n20 6.'00 6.W5 4.875 3,4,0 2.550 ll!lllf>C'Ced toncrl!I! Wind lrd Sdlnlc: Des .. Clll90'l Alli L&IO Wool Assrily Albwable Load$ (OF/SPI Molllll'.11 Oownbad Oa1111load M (10() 11&0) (fL-11.o.l (160: 6,;>41) 6,410 1 <,.10 !1.Jtl.l IJ85o J,130 15,1.0 ll.585 L,525 6 240 ,,410 1.5-t0 9,JO'I_ I) 85:i '-3,730 15,1.0 17.585 ~.525 6240 I :>40 • • • MPE44l t.t"EGGZ Mf'E88Z 4~4 fu6 &a 3~.17y • 511•17\',, 7 ,~. 71~ 7¼ (16) ••• X 2~' 4JOO 3,820 ~4)1•x2½' 5,315 5.815 [ f36) v, X 3• Q,)45 6,960 1.150 1.225 1,540 i.410 3.435 2◄05 r 3,710 13.190 I 9,3SJ 1) 855 3,730 7200 5 560 4,5l5 4525 1s.1;O 17.585 ... 525 • • • lf,'t.L\L M."CC:C:Z _,_ lli'E88Z ~4 31\~ (V. c...c s~. n~ -&a ,~. 1v. OCR: M.r.m 37 30 lbJ,Jt liaillllllt,..... Dlol..., C-f (l~I (16) '•• x 2W 4/llt> 3.3!i0 l,tl!, 10(!) 1 !>lO I.MO 6 241.l 1.410 I .!>40 1\~ (2-4) I.'. zw s.~1s S.015 :).~15 2.110 :,,:,;o 2.795 .._!:JOO IJ.BSS :l,7J0 ,_ 7''4 [36)W X 3• H20 6100 6,ffi5 4,875 4,5r5 4.525 15,1:0 17,585 -',525 Demand to ca pacity Ratio 0.688 Robtio1121I Sfi'ftlcss (ir.·lbJ r.!.d,) ',)15 OIJfJ 2 40!>.00() 5,500.000 1,m .000 2 40!.,.000 5,500,000 ',215 000 2,405.000 5,500,000 1,ll'! fJIJII 2.◄0&.COO 5,500,000 ( 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 . ..i 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 web page and download the latest form. Project Name/Building Permit No.: Frankenberg Residence Property Address/APN: 2714 Inverness Dr Applicant Name/Co.: Steven Noel Applicant Address: 2715 Greenock Ct, Carlsbad, CA 92010 Contact Phone: 760-535-784 7 Contact Email: steven.noel.architect@gmail.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Steven Noel Steven Noel Architect 2715 Greenock Ct, Carlsbad CA 9201 O Contact Phone: Contact Email: 760-535-784 7 steven.noel.architect@gmail.com "'"ra"' S•ea,ro ?'jj;G( ( Date: 10/09/20 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:$ I~-'toO CQ.,,,... : •· fcillt{llllile~ j,;~ I ;,•, • •; ¥ i ··, ;;;) · ,. , A high-rise residential building is 4 or more stories, including a 0 Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use □ New construction 0 Additions and alterations· I c,. .JI< $60,000 < N/A N/A [J)II residential additions and alterations 0 BPV 2' $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only 'Multi-family dwellings only where interior finishes are removed □ BPV 2' $200,000 1A,4A' 18, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential □ New construction 1 B, 2B, 3B, 4B and 5 □ Alterations: □ BPV 2' $200,000 or additions 2' 1,000 1B, 5 square feet □ BPV 2' $1,000,000 1B, 2B, 5 Building alterations of 2' 75% existing gross floor area □ 2' 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV" $200,000 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 information when completing this section. A 0 Residential addition or alteration~ $60,000 building permit valuation. See CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: □ Duct sealina □ Altic insulation □Cool roof □ 1978 and later Select one: □ Lighting package □ Water heating Package 0 Between 1978and 1991 □ 1992 and later □ NIA _________ _ □ Exception: Home energy score~ 7 (attach certification) Multi-family Requirements □ Attic insulation scope of 1ork onl Select one: ~ □ Duct sealina □ Altic insulation 0Cool roof Select one: □ Lighting package □ Water heating package B. D Nonresidential' new construction or alterations~ $200,000 building penmit valuation, or additions ~ 1,000 square feet. 0 N/A Updated 8/15/2019 y 2 · City cif 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 v.1th California Energy Code secUon 140.5, as amended) El NIA _________ _ □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: □ .95 Energy budget □ .90 Energy budget El N/A A5.211.1" □ On-site renewable energy El NIA A5.211.3" □ Green power (if offered by local utility provider, 50% minimum renewable sources) El NIA A5.212.1 □ Elevators and escalators El NIA A5.213.1 □ Steel framing El NIA • Includes hotels/motels and high-rise residential buildings " For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMG 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc' sheets if necessary) Total System Size: kWdc = (CFAx.572) I 1,000 + (1.15 x #d.u.) 'Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ 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: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: □If" 10,000sJ calculate: 15 kWdc x (GFN10,000) •• kWdc .. Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method Updated 8/15/2019 3 · City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use: .. • ______ x .80= Min. system size: ____ _ kWdc ... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. 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(B) (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 D 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): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to Carlsbad Ordinance CMC section 18.21.140 when com One and two-family residential dwelling or townhouse with attached garage: Done EVSE Ready parking space required D Exception : D Multi family residential· -D Exception · Total Parking Spaces EVSE Spaces Proposed Caoable Ready Installed Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pennit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building pennit valuation~ $200,000, interior finishes are removed and significant site 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 Soaces Proposed Canable Readv I Installed I Total 10 2 5 I 1 I 8 Calculation· Refer to the table below· Total Number of Parkina Soaces orovided Number of required EV Spaces Number of reauired EVSE Installed Spaces □ 0-9 1 1 I I 10-25 2 1 □ 26-50 4 2 I I 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 n 151-200 17 9 I I 201 and over 10 oercent of total 50 nercent of Renuired EV Spaces Updated 8/15/2019 5 · City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TDM): Nonresidential ONLY M approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all), 20 Restaurant 11 Retails 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 , For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan an understand that an ap ved TOM plan is a condition of permit issuance. Applicant Signature: Date: 10.09.20 Person other than Applicant to be contacted for TDM compliance (if applicable): Name (Printed): Steven Noel P N b 760-535-784 7 hone um er: _____ _ EmailAddress steven.noel.architect@gmail.com Updated 8/15/2019 6 ( City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following demonstrates project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the title sheet of all building permits: 1. ENERGY EFFICIENCY APPLICABLE: YES/NO Complies with CMC 18.30.190 & 18.21.155 Existing Structure, year built: __ 1_9_8_2 __ Prepared Energy Audit? Energy Score: _____ _ Efficiency Measures included in scope: Yes /N/A Yes.@ I-24 exterior lighting, cool roof (addition only), T-24 dOOFS. 2. PHOTOVOLTAIC SYSTEM APPLICABLE: YES~ Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 Yes /N/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations Yes/No If by Load Calculations: Total calculated electrical load: 80% of load: Hardship Requested Hardship Approved Yes/No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved Yes/No 4. ELECTRIC VEHICLE (EVl CHARGING APPLICABLE: Yes/No Yes/N/A Yes/No YE€v Complies with CMC section 18.21.140? Panel Upgrade? Yes/N/A Ye@ Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved Required Provided Yes/No Yes/No 5. TRAFFIC DEMAND MANAGEMENT APPLICABLE: YES~ Yes/ no Yes/ no Compliant? TDM Report on file with city?