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Home My WebLink About2342 LONGFELLOW RD; ; CBR2022-1645; PermitBuilding Permit Finaled Residential Permit Print Date: 07/19/2024 Job Address: 2342 LONGFELLOW RD, Permit Type: BLDG-Residential Parcel#: 2121424200 Valuation: $78,471.56 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: CARLSBAD, CA 92008-3829 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Description: REGER/MAEROWITZ: ADDITION (36 SF)/REMODEL (1556 SF)/PATIO (321 SF) Applicant: Property Owner: DEBORAH SHEWAGA 2600 ARGONAUTA ST CARLSBAD, CA 92009-6501 CO-OWNERS PAMELA REGER AND TODD MAEROWITZ FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PATIO-FRAME WITH COVER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP IN SPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $3,315.53 Total Payments To Date: $3,315.53 {"cityof Carlsbad Permit No: Status: CBR2022-1645 Closed -Fina led Applied: 05/11/2022 Issued: 12/12/2022 Finaled Close Out: 07/19/2024 Final Inspection: 06/27/2024 INSPECTOR: Alvarado, Tony Contractor: CHAPARRAL BU ILDERS LLC 3712 JETTY PT CARLSBAD, CA 92010-5537 (760) 715-7740 Balance Due: AMOUNT $65.00 $755.30 $611.03 $98.00 $175.00 $100.00 $4.00 $1,162.00 $10.20 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City M anager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Ca rlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check {!ft?U/l-2-/UJ'-{rs' Est. Value J,Jt L//) I . ,,,,,..--- PC Deposit ff i 30 Date 5/~7-k: Job Address 2342 LONGFELLOW RD, CARLSBAD, CA 92008 CT/Project#: TRACK NO 91-3 EVANS POINT, MAP 13189 Suite: APN: 212-142-42-00 ------ Lot#: 122 Year Built: 1999 --------- Fire Sprinklers: C)vEs@ NO Air Condltloning:@YES Q NO BRIEF DESCRIPTION OF WORK: EI e ctr ic a I Panel Upgrade: QvEs® NO SFD REMODEL AND ADDITION OF COVERED OUTDOOR PATIO [ii Addltlon/New: _____ Living SF, 36 Deck SF, ___ Patio SF, 321 Garage SF __ _ Is this to create an Accessory Dwelling Unit? Ov 0 N New Fireplace? 0Y ON, if yes how many? ~ liJRemodel:_1_55_6 ___ .SF of affected area Is the area a conversion or change of use? 0v ON 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? YES ------------ OSolar: ___ KW, ___ Modules, Mounted: 0Roof 0Ground, Tilt: 0 vO N, RMA: Ov ON, Battery: Ov ON, Panel Upgrade: Ov ON D Reroof: ----------------------------------11) Plumbing/Mechanical/Electrical Ii] Only: Other: 13 S.F. OF GARAGE AREA CONVERTED TO LIVABLE AREA THIS IS INCLUDED IN ABOVE NUMBERS This permit Is to be Issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized A,ent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER Name: Todd Maerowitz & Pamela Reger Address: 2342 Longfellow Rd. City: Carlsbad State: CA Zip: 92008 Phone: 760-271-1876 Email: deborah(@,sandieqoarchitects.com DESIGN PROFESSIONAL Name: Deborah Shewaga, Architect Address: 2500 Argonauta St. PRIMARY APPLICANT/ AUTHORIZED AGENT Name: Deborah Shewaoa. Architect Address: 2600 Argonauta St. City: Carlsbad State: CA Zlp:_9_20_0_9 __ _ Phone: 760-560-6773 Email: deborah(@.sandieqoarchitects.com CONTRACTOR OF RECORD Name: T.B.D. 0°'0 f/N CL~!:, 1 N City: Carlsbad State: CA Zip:_9_20_0_9 __ Address: ~ 7 / 2. Jr TTJL bf• City: @ilUS(M h State: c5f Zip: q ZO ) 0 Phone: 7 b0 -71 ~-77L/O Phone: 760-560-6773 Email: deborah@sandiegoarchitects.com Architect State License: C31 246 ---------- Email: ✓ f<..C ~ II @ OU rt OJ/'-. I C,J th CA State License#: :3' 53J>J5 7 Class: Z3 • I City Business License# (Required): 'f!ifU {)1 I ,9tq.., D~ v 2.~ 2. ?-- 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov C/c~A-Aft-A I B(f;/tl~ 7 oV 7':3 REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: l"xf1 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 ~rk which this permit Is issued. Policy No. ______________________________________ _ DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _ Polley No. __________________________ Explratlon Date: ______________ _ D 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 seaire workers compensation coverace Is unlawful and shall subject an employer to almlnal penalties and dvil fines up to $100,000.00, In addition the to the cost of compensation, damaces 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 i a construction lending agency for the performance lender's Name:_J-~~---------------- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law 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: G0wner Builder acknowledgement and verification form# has been filled out, signed and attached to this application. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leglnfo.ca.gov/calaw.html. OWNER PRINT: __________ _ SIGN: __________ DATE: ______ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State 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 UABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID QTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit Is required for excavations over 5'0' deep and demolition or construction of structures aver 3 stories in height. APPLICANT PRINT: Deborah Shewaga SIGN: ! ,, ,.11//Mci DATE: 5/5/22 ------------------------ 1635 Faraday Ave carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 08/20 ( Cicyof Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Development Services Building Division 1635 Faraday Avenue 76Q-602-2719 www .carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor or their authorized agent may submit plans and applications for building permits. To authorize a thlrd~party agent to sign for a building permit, the owner's third party agent must bring this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he may obtain permits. The form must be completed In Its entirety to be accepted by the City for each separate permit application. Note: The following Owner's Authorized Agent form Is required to be completed by the property owner only when designating on agent to apply for o construction permit on his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and flle the documents necessary to obtain an Owner-Builder Permit for my project. . Residential Remodel/Addition Scope of Construction Project (or Description of Work): __________________ _ Project Location or Address: 2342 Longfellow Rd ., Carlsbad, CA 92008 Name of Authorized Agent: Deborah Shewaga 760-560-6773 Tel No. ________ _ AddressofAuthorizedAgent:2600 Argonauta St. Carlsbad, CA 92009 i declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: Date: l/)29/:W, 2 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Closed -Finaled Expiration Date: 05/20/2024 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 IVR Number: 40586 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Date Start Date Status 01/24/2023 01/24/2023 BLDG-11 201327 -2023 Partial Pass Tony Alvarado Reinspection Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency January 24, 2023: Yes 1. (Two)interior retrofit engineered footings and (two) exterior patio structure footings, and (one) exterior foundation slab footing for new/altered fireplace slab on grade foundation systems, scope of work per engineered plans and detail specifications-approved. 03/29/2023 03/29/2023 BLDG-18 Exterior 206509-2023 Passed Tony Alvarado Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 760-715-7740 John 03/28/2023 05/31/2023 05/31/2023 BLDG-24 Rough/Topout 212518-2023 Cancelled Tony Alvarado Reinspectlon Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per owner representative John No Clasen. NOTES Created By TEXT Created Date Angie Teanio 760-715-7740 John 05/30/2023 BLDG-34 Rough 212517-2023 Cancelled Tony Alvarado Reinspection Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Cancelled per owner representative John No Clasen. NOTES Created By TEXT Created Date Angie Teanio 760-715-7740 John 05/30/2023 06/01/2023 06/01/2023 BLDG-24 Rough/Topout 212840-2023 Partial Pass Tony Alvarado Reinspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Friday, July 19, 2024 Inspection Incomplete Complete Incomplete Incomplete Incomplete Page 1 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Scheduled Date Closed -Finaled Expiration Date: 05/20/2024 IVR Number: 40586 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Actual Inspection Type Start Date Inspection No. NOTES Created By Angie Teanio Angie Teanio BLDG-34 Rough Electrical 212839-2023 NOTES Created By Angie Teanio Angie Teanio Inspection Primary Inspector Status TEXT 760-715-7740 John 760-715-7740 John Partial Pass Tony Alvarado TEXT 760-715-7740 John 760-715-7740 John BLDG-SW-Inspection Checklist Item 213036-2023 COMMENTS Partial Pass Tony Alvarado Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Reinspection Inspection Created Date 05/30/2023 05/31/2023 Reinspection Incomplete Created Date 05/30/2023 05/31/2023 Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Friday, July 19, 2024 Page 2 of 9 PERMIT INSPECTION HISTORY for {CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Scheduled Date 06/02/2023 Closed -Finaled Expiration Date: 05/20/2024 IVR Number: 40586 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector 06/02/2023 BLDG-23 213099-2023 Partial Pass Tony Alvarado Gas/Test/Repairs Checklist Item BLDG-Building Deficiency COMMENTS 1. Rough electrical, plumbing, gas line under pressure test, elevator shaft drywall nailing, rough combination inspection for new 3/4"inch 3,000 lb. steel I-beam with 6" x 6" tube steel flag poles, welded connections top and bottom, per structural plan -partial pass. 2. Acquired weld certification letter-pending. BLDG-24 Rough/Topout 213089-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio COMMENTS 1. Rough electrical, plumbing, gas line under pressure test, elevator shaft drywall nailing, rough combination inspection for new 3/4"inch 3,000 lb. steel I-beam with 6" x 6" tube steel flag poles, welded connections top and bottom, per structural plan -partial pass. 2. Acquired weld certification letter-pending. TEXT 760-715-7740 John 760-715-7740 John BLDG-34 Rough Electrical 213090-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Angie Teanio COMMENTS 1. Rough electrical, plumbing, gas line under pressure test, elevator shaft drywall nailing, rough combination inspection for new 3/4"inch 3,000 lb. steel I-beam with 6" x 6" tube steel flag poles, welded connections top and bottom, per structural plan -partial pass. 2. Acquired weld certification letter-pending. TEXT 760-715-7740 John 760-715-7740 John BLDG-84 Rough Combo(14,24,34,44) 213100-2023 Partial Pass Tony Alvarado Reinspection Inspection Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Created Date 05/30/2023 05/31/2023 Reinspection Incomplete Passed Yes Created Date 05/30/2023 05/31/2023 Reinspection Incomplete Friday, July 19, 2024 Page 3 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND Work Class: Addition Status: Closed -Finaled TODD MAEROWITZ Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Expiration Date: 05/20/2024 IVR Number: 40586 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 06/06/2023 Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers Status COMMENTS 1. Rough electrical, plumbing, gas line under pressure test, elevator shaft drywall nailing, rough combination inspection for new 3/4"inch 3,000 lb. steel I-beam with 6" x 6" tube steel flag poles, welded connections top and bottom, per structural plan -partial pass. 2. Acquired weld certification letter-pending. BLDG-SW-Inspection Checklist Item 213101-2023 COMMENTS Partial Pass Tony Alvarado Are inactives slopes properly stabilized? Are sediment controls properly maintained? Are natural areas protected from erosion? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? 06/06/2023 BLDG-16 Insulation Checklist Item 213369-2023 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency June 6, 2023: 1. Energy efficient, thermal insulation (typical throughout) -approved. Friday, July 19, 2024 Passed Yes Yes Yes Yes Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Page 4 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Closed -Finaled Expiration Date: 05/20/2024 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 IVR Number: 40586 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date Friday, July 19, 2024 Status BLDG-84 Rough Combo(14,24,34,44) 213264-2023 Passed Tony Alvarado Checklist Item BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers NOTES Created By Angie Teanio COMMENTS June 6, 2023: 1. Rough electrical, plumbing, gas line under pressure test, elevator shaft drywall nailing. rough combination inspection for new 3/4"inch 3.000 lb. steel I-beam with 6" x 6" tube steel flag poles, welded connections top and bottom, per structural plan -partial pass. 2. All minor corrections lists, straps, and (Dottie)-metal nail plates (typical)-approved throughout residential-alterations/remodel, scope of work-approved. 3. Acquired weld certification letter-still pending. TEXT 760-715-77 40 John BLDG-SW-Inspection 213370-2023 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Yes Yes Yes Created Date 06/05/2023 Complete Reinspection Incomplete Page 5 of 9 PERMIT INSPECTION HISTORY for {CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91 -03 Status: Scheduled Date 06/30/2023 11/21/2023 Closed -Finaled Expiration Date: 05/20/2024 40586 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 IVR Number: Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item Are inactives slopes properly stabilized? Are sediment controls properly maintained? Are natural areas protected from erosion? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? COMMENTS 06/30/2023 BLDG-17 Interior Lath/Drywall 216107-2023 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS Gypsum board/drywall at all remodel locations. kitchen, and bathroom locations, also includes moisture resistive drywall membrane product -approved. TEXT 760-715-77 40 John 11/21/2023 BLDG-14 231119-2023 Partial Pass Tony Alvarado Frame/Steel/Bolting/We lding (Decks) Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Passed Yes Created Date 06/29/2023 Complete Reinspection Incomplete Friday, July 19, 2024 Page 6 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 05/1 1/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Expiration Date: 05/20/2024 IVR Number: Inspection No. COMMENTS 40586 Inspection Status Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency 1. Exterior, attached, gable, roof, structural, steel and wood frame, Gabel roof patio structure, per engineer, plans, and detail specification -partial pass. Yes Friday, July 19, 2024 BLDG-15 Roof/ReRoof (Patio) Checklist Item 2. PENDING: A) A-35 metal seismic connector missing at perimeter to buy freeze block. Connection to header beam -not installed -failed. B) informed contractor, representative, letter from structural engineer, not requiring A-35 metal connector clips, or letter, indicating A-35 metal connector clips are not required. 3. The rest of patio framing, scope of work, per engineered , plans, and detail specifications -OK. 231120-2023 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency November 21 , 2023: BLDG-SW-Inspection 1. Roof nailing for attached, gable, roof, engineered patio structure with metal, ST strap, connectors, located at Ridge and rafter connection -approved. 231300-2023 Partial Pass Tony Alvarado Complete Passed Yes Reinspection Incomplete Page 7 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Closed -Finaled Expiration Date: 05/20/2024 Address: 2342 LONGFELLOW RD IVR Number: 40586 CARLSBAD, CA 92008-3829 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are sediment controls properly Yes maintained? Are natural areas protected Yes from erosion? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? 06/27/2024 06/27/2024 BLDG-Final Inspection 253208-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-SW-Inspection 253265-2024 Passed Tony Alvarado Complete Friday, July 19, 2024 Page 8 of 9 PERMIT INSPECTION HISTORY for (CBR2022-1645) Permit Type: BLDG-Residential Application Date: 05/11/2022 Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ Work Class: Addition Issue Date: 12/12/2022 Subdivision: CARLSBAD TCT#91-03 Status: Closed -Finaled Expiration Date: 05/20/2024 Address: 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are sediment controls properly maintained? Are natural areas protected from erosion? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? COMMENTS Friday, July 19, 2024 40586 Inspection Status Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 9 of 9 ( City of Carlsbad SPECIAL INSPECTION AGREEMENT B~45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. ProjecUPermit: CB-CBR2022-1645 Project Address: 2342 LONGFELLOW RD A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder 0 . (If you checked as owner-builder you must also complete Section 8 of this agreement.} Name: (Please prlntJodd Maerowitz (Firsl) (M l.) (Last) Mailing Address: 2342 Longfellow R_d_,_C_a_rl_s_ba_d_,_C_A_92_0_0_8 _________________ _ Email· todd@todd m aerowitz.com Phone: 760-271-1876 _ I am: iiiiilProperty Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe • _______ Expiration Date: ________ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read , understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature· C./. Date: 6/9/22 _ __ __ __ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name: _ _ ________ Please check if you are Owner-Builder 0 Name: (Please print) _ (Fir,,t) (M l) (Last) Mailing Address: ___________________________________ _ Email: _________________________ Phone: ____ _ State of California Contractor's License Number: ______ _ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans: • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will provide a final report I letter in compliance with CBC Section 1704.1.2 prior to requesting final inspection. Signature:,... _______________ _ _______ Date: ___________ _ B-45 Page 1 of 1 Rev. 03/20 David Thomas Engineering, A.P .C. Structural Engineering Services Structural Calculations (Remodel to Existing 2-Story SFR) Project REGER/MAEROWITZ Residence/ 22124 2 342 Longfellow Road San Diego, California 92008 Prepared For Deborah Shewaga Ideal Design Systems,lnc. 2600 Argonauta Street Carlsbad, California 92008 4-25-2022 ITY Mailing: 3525 Del Mar I-Ieights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 302, San Diego, California 92130 Office Phone: (858) 201 -3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com .. I Job Reger-Maerowitz Residence 22124 I , /D \ ' \ C .... , ... ,, ........ ) Calculated by __ --=D-"--T-Date ____ _ David Thomas Engineering TABLE OF CONTENTS 1.. PROJECT SCOPE / DESIGN CRITERIA. ............................................................................................................ .. 2.. DESIGN LOADS ....................................................................................................................................................................... .. 3. VERTICAL ANALYSIS: PAGE 2 3 A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC .. )........ 4-18 B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ......................................... __ _ 4.. LATERAL ANALYSIS: A. SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION..................... 19-20 B.. LATERAL LOAD-RESISTING DESIGN: I. SHEARWALL DESIGN.......................................................................................................................... 21-23 II. CANTILEVERED STEEL COLUMN ELEMENTS....................................................... 24-26 Ill. STEEL MOMENT FRAMES ...................................................................................................... . IV. ________ .................................................................................................... .. 5.. FOUNDATION DESIGN: A. CONTINUOUS & SPREAD FOOTINGS ............................................................................................... __ _ B.. RETAINING WALLS .................................................................................................................................... __ _ C.. CONCRETE GRADE BEAMS ......................................................................................................................... ·------==-- D.. DEEPENED CONCRETE PIERS/CAISSONS ................................................................................... ---=2:..:..7 __ E.. ______________ .................................................................................... __ _ 6.. SCHEDULES: A. SHEARWALL SCHEDULE...................................................................................................................................... 28 B.. HOLD DOWN SCHEDULE........................................................................................................................ 29 C.. SPREAD FOOTING SCHEDULE .. .. .... .. .. .. . .... . . . . .. . .. .... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. . . .. . .. .. . .... .. ... 30 I of 30 ~I L~ Job Reger-Maerowitz Residence 22124 Calculated by __ _____,D"""T~ Date ____ _ David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed Remodel to existing 2-story single family-residence at 2342 Longfellow Road, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood- frame construction. Roof framing to consist of a combination of conventional stick-frame and prefabricated wood roof trusses (designed by other), and the foundation system to consist of a Post Tensioned slab & conventional slab-on-grade with deepened perimeter footings. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code -2019 California Building Code. David Thomas Engineering makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Todd Maerowitz & Pamela Reger and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. GOVERNING CODE: CONCRETE: MASONRY: REINFORCING STEEL: STRUCTURAL STEEL: SAWN LUMBER: E.W.P.: GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2019 C.B.C. f c = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, f'm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2018 NDS. BOISE-CASCADE: BCI-JOIST (ICC-ESR-1336), VERSA-LAM (ICC-ESR-1 040) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 (1,500 PSF) 2 of 30 I\ I • Job Reger-Maerowitz Residence 22124 ;E \ I \ ...................... ) Calculated by __ _.__F...,R_ Date ____ _ David Thomas Engineering DESIGN LOADS CASE 1 CASE II MATERIAL: -'-Tl=LE=----- ROOF SLOPE: PITCHED WATERPROOF FLAT DEAD LOAD: ROOFING MATERIAL ............................................................................ . SHEATHING ................................................................................................. . RAFTERS/C.J. (or) TRUSSES ........................................................................ . INSULATION ................................................................................................... . DRYWALL ......................................................................................................... . OTHER (ELEC., MECH., MISC.) ..................................................................... . TOT AL DEAD LOAD: LIVE LOAD: TOTAL LOAD: 15.0 PSF 1.5 4.0 1.5 2.5 0.5 25.0 PSF 20.0 PSF 45.0 PSF FLOOR FLOOR MATERIAL: -----'T'""'IL=E=------ DEAD LOAD: 10 PSF 1.5 4.0 1.5 2.5 0.5 20.0 PSF 20.0 PSF 40.0 PSF DECK TILE FLOORING FINISH ........................................................................................ . 19.0 PSF 19.0 PSF LT. WEIGHT CONCRETE (_in.) ................................................................. . SHEATHING .................................................................................................... . JOISTS ............................................................................................................. . DRYWALL ........................................................................................................ . OTHER (ELEC., MECH., MISC.) .......................................................................... . TOT AL DEAD LOAD: LIVE LOAD: TOTAL LOAD: 2.0 3.5 2.5 3.0 30.0 PSF 40.0 PSF 70.0 PSF EXTERIOR WALL FINISH: STUCCO 2.0 3.5 2.5 3.0 30.0 PSF 60.0 PSF 90 .0 PSF STUDS ........... ................................................. ........................................... ....... 1.0 PSF 1.0 PSF DRYWALL ...... .............................................. ................. ............................. ..... 2.5 2.5 I NS ULA TION .. . .. .. . .. .. . .. .. .. ... .. . . . .. . .. ... .. ....... .. . .. . .. .. .. . . ... .. . .. . . . .. . .. .. .. ........ .. .. . . . ... .. .. . . 1.5 1.5 EXTERIOR FINISH ............................................................................................ 10.0 .0 OTHER ................................................................................................................. _il ---1.,Q TOTAL LOAD: 16.0 PSF .0 PSF INTERIOR WALL STUDS .................................................................................................................................. . DRYWALL ........................................................................................................................... . OTHER ...................................................................................................................................... . TOTAL LOAD: 1.0 PSF 5.0 1.0 7.0 PSF 3 of 30 i \ ' \ I \ • I D \ '···-···· .. ···········i DAVID THOMAS ENGINEERING,APC , Structural Engineering Services / \ Office: (858) 201-3072 I E \ Cell: (858) 336-9902 c.~.""··'~' david@dtengsd.com Wood Beam Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 21124 Project File: Reger-Maerowitz Residence.ec6 UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: RR-1 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Beam Bracing Douglas Fir -Larch No.2 Completely Unbraced Fb + Fb - Fe -Prll Fe -Perp Fv Ft 900 psi 900 psi 1350 psi 625psi 180 psi 575 psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend-xx 580ksi Density 31.21 pcf ,:----------------.---------__::cD:,.::0.:..:.0=5 _9L""r 0.:.:·.::.04.:.,_ ________ ~----------~ 4x8 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (W1, ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.395 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 565.31 psi fv: Actual = 27.65 psi Fb: Allowable = 1 ,432.41 psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.500ft Location of maximum on span = 10.398 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio= 1771 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.178in Ratio = 741 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S!ress Ra!tos Momeni Values Sfiear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.316 0.099 0.90 1.300 1.00 1.00 1.00 1.00 0.99 0.84 328.53 1038.81 0.27 16.07 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.0 fl 0.395 0.123 1.25 1.300 1.00 1.00 1.00 1.00 0.98 1.44 565.31 1432.41 0.47 27.65 225.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11.0 ft 0.353 0.110 1.25 1.300 1.00 1.00 1.00 1.00 0.98 1.29 506.11 1432.41 0.42 24.75 225.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.108 0.033 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.50 197.12 1817.40 0.16 9.64 288.00 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span Load Combination Max.•+· Defl Location in Span +D+Lr 1 0.1779 5.540 0.0000 0.000 4 of 30 DAVID THOMAS ENGINEERING,APC Project Title: i . Structural Engineering Services / \ Office: (858) 201-3072 I E \ Cell: (858) 336-9902 L,,=,.,ccc> david@dtengsd.com Wood Beam UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: RR-1 Engineer: Project ID: Project Descr: DAVID THOMAS ENGINEERING, A.P.C. Reger/Maerowitz Residence David Thomas, SE 21 124 Project File: Reger-Maerowitz Residence.ec6 (c) ENERCALC INC 1983-2022 Vertical Reactions Sup port notation : Far left is # 1 Values in KIPS Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 0.525 0.525 0.220 0.220 0.305 0.305 0.525 0.525 0.470 0.470 0.183 0.183 0.220 0.220 5 of 30 Job Re2er/Maerovitz Residence 21124 Calculated by _..,.._..,D,.._.T_ Date __ _ David Thomas Engineering DESIGN 'LEVEL: 2.~,) ----------- Beam Design LABEL: f B -J · SPAN= ,~ FT . . W1 = ?v fSf (tf) "::: ?'° pLf W2= l 71 ALT: _____ GRADE: ___ C: __ E= _____ ksl LABEL: fJ:::'k: SPAN= '1,,,1,_,, FT. W2= • P1 = [.r!3-! I 121, 1 ~ 4-,•7~ ~ • ALT: _____ GRADE: ___ C: --,---E= ___ ksl ~ ' , ' ~· . j• • I I ' • w,, .Wt.-· :.· . ,; 'Jl'o----11 P1 = ~ • -~ , -· P2 = • -• • : -• '✓ • -• • ;· 4 . ~ =-1>~~t~ '1~ rtr USE: 4 X 11 9 t/'4~ •. GRADE: ,31@ ALT: ____ ____,GRADE: ___ C: __ ~ ' ...... , ' ,, '~ r4, F3 C: -Rt :a~;;.ft~j_ lbs .• Ra.-·[~ 1 lt:,j:° . Jbs . E= ___ ·ksl i ,;:a:3i1-zo: Us ~.' .· .. .._,:,J' <.~:,:. , ,r iJt == I<,, fi-r 'r__,:1·;: 166 ~ :~~,-~ 6 of 30 DAVID THOMAS ENGINEERING,APC /, Structural Engineering Services / \ Office: (858) 201-3072 Project Title: Engineer: Reger/Maerowitz Residence David Thomas, SE I E \ Cell: (858) 336-9902 c__,, __ ,, ____ ) david@dtengsd.com Project ID: Project Descr: 22124 Wood Beam Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-1 CODE REFERENCES DAVID THOMAS ENGINEERING, A.P.C. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 2,400.0 psi 1,850.0psi 1,650.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing OF/OF 24F -V4 Completely Unbraced ········ ..... ------------------- Fe -Prll Fe -Perp Fv Ft D 0.385 Lr 0.22 8.75x12 650.0 psi 265.0psi 1,100.0 psi Ebend-xx 1,800.0ksi Eminbend -xx 950.0 ksi Ebend-yy 1,600.0 ksi Eminbend -yy 850.0ksi Density 31.210pcf Span= 15.0 ft -------------1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0350, Lr= 0.020 ksf, Tributary Width = 11 .0 ft, (W1, ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.343 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 8.75x12 Section used for this span 8.75x12 fb: Actual = 1,008.90psi fv: Actual = 58.42 psi Fb: Allowable = 2,941 . 05 psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.500ft Location of maximum on span = 14.015ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio= 1619 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.317 in Ratio= 567 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S{ress Raf,os Momenf 'ilalues Sfiear 'ilalues Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 15.0 fl 1 0.309 0.159 0.90 0.980 1.00 1.00 1.00 1.00 0.99 11.47 655.32 2117.56 2.66 37.95 238.50 +D+Lr 0.980 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.343 0.176 1.25 0.980 1.00 1.00 1.00 1.00 0.99 17.66 1,008.90 2941 .05 4.09 58.42 331 .25 +D+0.750Lr 0.980 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 15.0 fl 0.313 0.161 1.25 0.980 1.00 1.00 1.00 1.00 0.99 16.11 920.50 2941 .05 3.73 53.30 331.25 +0.600 0.980 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 15.0 fl 1 0.104 0.054 1.60 0.980 1.00 1.00 1.00 1.00 0.99 6.88 393.19 3764.55 1.59 22.77 424.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination Max."+" Defl Location in Span +D+Lr 0.3171 7.555 0.0000 0.000 7 of 30 DAVID THOMAS ENGINEERING,APC Project Title: Reger/Maerowitz Residence David Thomas, SE , Structural Engineering Services LD I i \ ;I~:::11:::~:~Y2 Wood Beam LIC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-1 Vertical Reactions Engineer: Project ID: 22124 Project Descr: Project File: Reger-Maerowitz Residence.ec6 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.600 Lr Only 4.708 4.708 1.650 1.650 3.058 3.058 4.708 4.708 4.296 4.296 1.835 1.835 1.650 1.650 8 of 30 ;\ lo'\ I \ <--···.'. ··•·••····~ DAVID THOMAS ENGINEERING,APC !\ Structural Engineering Services / \ Office: (858) 201-3072 L1i:\ ~=~i~:~~!~!:/::~ Wood Beam Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 22124 Project File: Reger-Maerowitz Residence.ec6 UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-2 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 2,400.0 psi 1,850.0 psi 1,650.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing DF/DF 24F -V4 Completely Unbraced Fe -Prll Fe -Perp Fv Ft 0(3.65) 1,(1.65) 8.75x12 Span = 22.0 ft 650.0psi 265.0psi 1,100.0 psi Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.21 O pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Point Load : D = 3.650, Lr= 1.650 k@ 11 .0 ft, (P1, FB-1, R2) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.616 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 8.75x12 Section used for this span 8.75x12 fb: Actual = 1,744.39psi fv: Actual = 41 .12 psi Fb: Allowable = 2,830.54psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 11.000ft Location of maximum on span = 21.036 ft Span# where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.280 in Ratio= 941 >=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0<360 nla Max Downward Total Deflection 0.954 in Ratio = 276 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 nta Maximum Forces & Stresses for Load Combinations Load Combination l'Jlax Stress Raf,os l'Jlomen! 'values Sfiear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 22. 0 ft 1 0.601 0.123 0.90 0.944 1.00 1.00 1.00 1.00 0.99 21.45 1,225.82 2037.99 2.05 29.33 238.50 +D+Lr 0.944 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 22.0 ft 0.616 0.124 1.25 0.944 1.00 1.00 1.00 1.00 0.99 30.53 1,744.39 2830.54 2.88 41 .12 331.25 +D+0.750Lr 0.944 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 22.0 ft 0.570 0.115 1.25 0.944 1.00 1.00 1.00 1.00 0.99 28.26 1,614.75 2830.54 2.67 38.17 331.25 +0.60D 0.944 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 22.0 ft 1 0.203 0.042 1.60 0.944 1.00 1.00 1.00 1.00 0.98 12.87 735.49 3623.09 1.23 17.60 424.00 Overall Maximum Deflections Load Combination Span Max. • -" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.9539 11.080 0.0000 0.000 9 of 30 DAVID THOMAS ENGINEERING,APC /\ Structural Engineering Services / \ Office: (858) 201-3072 Project Title: Engineer: Project ID: Reger/Maerowitz Residence David Thomas, SE 22124 IE \ Cell: (858) 336-9902 c"~""··'"' david@dtengsd.com Wood Beam UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Project Descr: Project File: Reger-Maerowitz Residence.ec6 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.900 2.900 0.825 0.825 2.075 2.075 2.900 2.900 2.694 2.694 1.245 1.245 0.825 0.825 10 of 30 DAVID THOMAS ENGINEERING,APC /\ Structural Engineering Services / \ Office: (858) 201-3072 I E \ Cell: (858) 336-9902 (, •• ~ '"J david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 22124 Wood Beam Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-3 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination · ASCE 7-16 Boise Cascade Wood Species Wood Grade Versa Lam 2.0 3100 West Beam Bracing Completely Unbraced D 0.16 v v D(0.216) L(0.288) • • Fb + Fb - Fe -Prll Fe -Perp Fv Ft • 3,100.0psi 3,100.0 psi 3,000.0psi 750.0psi 285.0psi 1,950.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83 ksi Density 41 .760pcf D(0.42) L(0.56) D{0.2925) L{0.39) 1 ~ 7x11 .875 ----¼..---7X11.8~75 -l Span= 18.0 II Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width= 7.20 ft, (W 1, FLOOR) Uniform Load : D = 0.0160 ksf, Tributary Width= 10.0 ft, (W4, WALL ABV) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 ksf, Extent= 0.0 --» 6.750 ft, Tributary Width= 9.750 ft, (W2, FLOOR) Uniform Load : D = 0.030, L = 0.040 ksf, Extent= 6.50 --» 11.0 ft, Tributary Width= 14.0 ft, (W3, FLOOR) DESIGN SUMMARY _______ _____ .... Maximum Bending Stress Ratio = 0.525 1 Maximum Shear Stress Ratio = Section used for this span 7x11.875 Section used for this span Design OK 0.430 : 1 7x11 .875 fb: Actual = 1,602.92psi fv: Actual = 122.51 psi Fb: Allowable = 3 ,052.74psi Fv: Allowable = 285.00 psi Load Combination +D+L+H, LL Comb Run (LL) Load Combination Location of maximum on span = 18.000ft Location of maximum on span +D+L+H, LL Comb Run (LL) 17.095 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.222 in Ratio= 972>=360 Span: 2 : L Only, LL Comb Run (•L) Max Upward Transient Deflection -0.050 in Ratio= 2620>=360 Span: 2 : L Only, LL Comb Run (L *) Max Downward Total Deflection 0.494 in Ratio= 437>=240 Span: 2 : +D+L+H, LL Comb Run (•L) Max Upward Total Deflection -0.076 in Ratio= 1746>=240 Span: 2 : +D+L+H, LL Comb Run (L*) Maximum Forces & Stresses for Load Combinations Load Combination Max S!ress Ra!,os Momeni v'alues Sfiear v'alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.322 0.275 0.90 1.000 1.00 1.00 1.00 1.00 0.99 12.15 885.48 2752.71 3.91 70.60 256.50 Length = 11 .0 ft 2 0.320 0.275 0.90 1.000 1.00 1.00 1.00 1.00 0.99 12.15 885.48 2768.34 2.68 70.60 256.50 +D+L+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.352 0.309 1.00 1.000 1.00 1.00 1.00 1.00 0.98 14.75 1,075.30 3052.74 4.87 87.93 285.00 Length = 11 .0 ft 2 0.350 0.309 1.00 1.000 1.00 1.00 1.00 1.00 0.99 14.75 1,075.30 3072.85 4.87 87.93 285.00 +D+L+H, LL Comb Run (L•) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.463 0.421 1.00 1.000 1.00 1.00 1.00 1.00 0.98 19.39 1,413.10 3052.74 6.65 119.90 285.00 11 of 30 DAVID THOMAS ENGINEERING,APC , Structural Engineering Services Project Title: Engineer: Project ID: Reger/Maerowitz Residence David Thomas, SE 22124 / \ Office: (858) 201-3072 I E \ Cell: (858) 336-9902 C"·"·"·'"c-> david@dtengsd.com Project Descr: Wood Beam UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-3 DAVID THOMAS ENGINEERING, A.P.C. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN Length = 11.0 ft 2 0.460 0.421 1.00 1.000 +D+L+H, LL Comb Run (LL) 1.000 Length= 18.0 ft 1 0.525 0.430 1.00 1.000 Length = 11.0 ft 2 0.522 0.430 1.00 1.000 +D+Lr+H, LL Comb Run (*L) 1.000 Length = 18.0 ft 1 0.233 0.198 1.25 1.000 Length= 11.0 ft 2 0.231 0.198 1.25 1.000 +D+Lr+H, LL Comb Run (L*) 1.000 Length = 18.0 ft 1 0.233 0.198 1.25 1.000 Length= 11.0 ft 2 0.231 0.198 1.25 1.000 +D+Lr+H, LL Comb Run (LL) 1.000 Length = 18.0 ft 1 0.233 0.198 1.25 1.000 Length=11.0ft 2 0.231 0.198 1.25 1.000 +D+S+H 1.000 Length=18.0ft 1 0.253 0.215 1.15 1.000 Length=11.0ft 2 0.251 0.215 1.15 1.000 +D+0.750Lr+0.750L+H, LL Cc 1.000 Length= 18.0 ft 1 0.271 0.219 1.25 1.000 Length=11.0 ft 2 0.268 0.219 1.25 1.000 +D+0.750Lr+0.750L+H, LL Cc 1.000 Length= 18.0 ft 1 0.338 0.302 1.25 1.000 Length = 11.0 ft 2 0.334 0.302 1.25 1.000 +D+0.750Lr+0.750L+H, LL Cc 1.000 Length = 18.0 ft 1 0.375 0.307 1.25 1.000 Length = 11 .0 ft 2 0.372 0.307 1.25 1.000 +D+0.750L+0.750S+H, LL Co 1.000 Length= 18.0 ft 1 0.294 0.238 1.15 1.000 Length = 11.0 ft 2 0.291 0.238 1.15 1.000 +D+0.750L+0.750S+H, LL Co 1.000 Length= 18.0 ft 1 0.366 0.328 1.15 1.000 Length = 11.0 ft 2 0.363 0.328 1.15 1.000 +D+0.750L+0.750S+H, LL Co 1.000 Length= 18.0 ft 1 0.407 0.334 1.15 1.000 Length = 11.0 ft 2 0.403 0.334 1.15 1.000 1.000 0.184 0.155 1.60 1.000 0.181 0.155 1.60 1.000 +D+0.60W+H Length= 18.0 ft 1 Length= 11.0 ft 2 +D+0. 750Lr+0. 750L +0.450W· Length = 18.0 ft 1 0.213 0.171 1.000 1.60 1.000 1.60 1.000 1.000 0.266 0.236 1.60 1.000 0.262 0.236 1.60 1.000 Length= 11 .0 ft 2 0.210 0.171 +D+0.750Lr+0.750L+0.450W· Length = 18.0 ft 1 Length = 11 . 0 ft 2 +D+0. 750Lr+0.750L +0.450W- Length = 18.0 ft 1 Length = 11. 0 ft 2 +D+0.750L+0.750S+0.450W+ 1.000 0.296 0.240 1.60 1.000 0.292 0.240 1.60 1.000 1.000 Length = 18.0 ft 1 0.213 0.171 1.60 1.000 1.60 1.000 1.000 Length = 11.0 ft 2 0.210 0.171 +D+0.750L+0.750S+0.450W+ Length= 18.0 ft 1 0.266 0.236 1.60 1.000 1.60 1.000 1.000 0.296 0.240 1.60 1.000 0.292 0.240 1.60 1.000 1.000 Length = 11.0 fl 2 0.262 0.236 +D+0.750L+0.750S+0.450W+ Length = 18.0 ft 1 Length = 11 .0 ft 2 +0.60D+0.60W+0.60H Length = 18.0 ft 1 Length= 11.0 ft 2 +D+0. 70E+0.60H 0.110 0.093 1.60 1.000 0.109 0.093 1.60 1.000 1.000 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 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 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 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Project File: Reger-Maerowitz Residence.ec6 (c) ENERCALC INC 1983-2022 Moment Values M fb F'b 19.39 1,413.10 3072.85 0.00 21 .99 1,602.92 3052.74 21 .99 1,602.92 3072.85 0.00 12.15 885.48 3795.97 12.15 885.48 3830.88 0.00 12.15 885.48 3795.97 12.15 885.48 3830.88 0.00 12.15 885.48 3795.97 12.15 885.48 3830.88 0.00 12.15 885.48 3499.93 12.15 885.48 3528.24 0.00 14.10 1,027.84 3795.97 14.10 1,027.84 3830.88 0.00 17.58 1,281.19 3795.97 17.58 1,281 .19 3830.88 0.00 19.53 1,423.56 3795.97 19.53 1,423.56 3830.88 0.00 14.10 1,027.84 3499.93 14.10 1,027.84 3528.24 0.00 17.58 1,281.19 3499.93 17.58 1,281.19 3528.24 0.00 19.53 1,423.56 3499.93 19.53 1,423.56 3528.24 0.00 12.15 885.48 4816.70 12.15 885.48 4883.46 0.00 14.10 1,027.84 4816.70 14.10 1,027.84 4883.46 0.00 17.58 1,281.19 4816.70 17.58 1,281.19 4883.46 0.00 19.53 1,423.56 4816.70 19.53 1,423.56 4883.46 0.00 14.10 1,027.84 4816.70 14.10 1,027.84 4883.46 0.00 17.58 1,281 .19 4816.70 17.58 1,281.19 4883.46 0.00 19.53 1,423.56 4816.70 19.53 1,423.56 4883.46 0.00 7.29 531.29 4816.70 7.29 531.29 4883.46 0.00 V 3.34 0.00 6.79 5.53 0.00 3.91 2.68 0.00 3.91 2.68 0.00 3.91 2.68 0.00 3.91 2.68 0.00 4.33 4.33 0.00 5.96 3.17 0.00 6.07 4.82 0.00 4.33 4.33 0.00 5.96 3.17 0.00 6.07 4.82 0.00 3.91 2.68 0.00 4.33 4.33 0.00 5.96 3.17 0.00 6.07 4.82 0.00 4.33 4.33 0.00 5.96 3.17 0.00 6.07 4.82 0.00 2.35 1.61 0.00 Shear Values fv F'v 119.90 0.00 122.51 122.51 0.00 70.60 70.60 0.00 70.60 70.60 0.00 70.60 70.60 0.00 70.60 70 .60 0.00 78.03 78.03 0.00 107.58 107.58 0.00 109.54 109.54 0.00 78.03 78.03 0.00 107.58 107.58 0.00 109.54 109.54 0.00 70.60 70.60 0.00 78.03 78.03 0.00 107.58 107.58 0.00 109.54 109.54 0.00 78.03 78.03 0.00 107.58 107.58 0.00 109.54 109.54 0.00 42.36 42.36 0.00 285.00 0.00 285.00 285.00 0.00 356.25 356.25 0.00 356.25 356.25 0.00 356.25 356.25 0.00 327.75 327.75 0.00 356.25 356.25 0.00 356.25 356.25 0.00 356.25 356.25 0.00 327.75 327.75 0.00 327.75 327.75 0.00 327.75 327.75 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 456.00 456.00 0.00 12 of 30 DAVID THOMAS ENGINEERING,APC Project Title: Reger/Maerowitz Residence • i /\ Structural Engineering Services Engineer: David Thomas, SE I \ / \ Office: (858) 201-3072 Project ID: 22124 ID \ Project Descr: I \ {E=i Cd ell_:d(@85d8t) 336d-9902 ~7-,·._···:·f avI engs .com Wood Beam Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-3 Maximum Forces & Stresses for Load Combinations Load Combination lli'lax Stress Ralios Momeni Values Sfiear Values Segment Length Span# M V Cd CFN C i Cr Cm Ct CL M fb F'b V fv F'v Length = 18.0 ft 1 0.184 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.97 12.15 885.48 4816.70 3.91 70.60 456.00 Length = 11.0 fl 2 0.181 0.155 1.60 1.000 1.00 1.00 1.00 1.00 0.98 12.15 885.48 4883.46 2.68 70.60 456.00 +D+0. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.213 0.171 1.60 1.000 1.00 1.00 1.00 1.00 0.97 14.10 1,027.84 4816.70 4.33 78.03 456.00 Length = 11.0 ft 2 0.210 0.171 1.60 1.000 1.00 1.00 1.00 1.00 0.98 14.10 1,027.84 4883.46 4.33 78.03 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.266 0.236 1.60 1.000 1.00 1.00 1.00 1.00 0.97 17.58 1,28 1.19 4816.70 5.96 107.58 456.00 Length = 11.0 ft 2 0.262 0.236 1.60 1.000 1.00 1.00 1.00 1.00 0.98 17.58 1,281.19 4883.46 3.17 107.58 456.00 +D+O. 750L +0.750S+0.5250E-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.0 fl 1 0.296 0.240 1.60 1.000 1.00 1.00 1.00 1.00 0.97 19.53 1,423.56 4816.70 6.07 109.54 456.00 Length = 11.0 fl 2 0.292 0.240 1.60 1.000 1.00 1.00 1.00 1.00 0.98 19.53 1,423.56 4883.46 4.82 109.54 456.00 +O .600+0. 70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 18.0 fl 1 0.110 0.093 1.60 1.000 1.00 1.00 1.00 1.00 0.97 7.29 531 .29 4816.70 2.35 42.36 456.00 Length = 11.0 ft 2 0.109 0.093 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.29 531.29 4883.46 1.61 42.36 456.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H, LL Comb Run (L•) L Only, LL Comb Run (*L) Vertical Reactions Load Combination Overall MAXimum 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 1 2 +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L+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+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+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+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 DOnly L Only, LL Comb Run (*L) L Only, LL Comb Run (L*) L Only, LL Comb Run (LL) H Only 0.4940 0.0608 8.246 6.330 +D+L+H, LL Comb Run (L*) Support notation : Far left is #1 Support 1 Support 2 Support 3 5.116 13.643 3.713 2.045 6.374 1.917 2.926 7.268 1.137 2.781 9.990 3.713 5.116 10.921 0.479 4.971 13.643 3.055 2.926 7.268 1.137 2.926 7 .268 1.137 2.926 7.268 1.137 2.926 7.268 1.137 2.818 9.310 3.069 4.568 10.008 0.644 4.460 12.049 2.575 2.818 9.310 3.069 4.568 10.008 0.644 4.460 12.049 2.575 2.926 7.268 1.137 2.818 9.310 3.069 4.568 10.008 0.644 4.460 12.049 2.575 2.818 9.310 3.069 4.568 10.008 0.644 4.460 12.049 2.575 1.756 4.361 0.682 2.926 7.268 1.137 2.818 9.310 3.069 4.568 10.008 0.644 4.460 12.049 2.575 1.756 4.361 0.682 2.926 7.268 1.137 -0.145 2.722 2.575 2.190 3.652 -0.658 2.045 6.374 1.917 0.0000 -0.0756 Values in KIPS 0.000 3.933 13 of 30 Job Re~r/Maerovitz Residence 21124 Calculated by _ ____,D.....,.T ___ Date ___ _ ' David Thomas Engineering DESIGN LEVEL: J.P T~ Beam Design LABEL: t-0-f SPAN = ] FT. W1 =l _ (0 ~ft 11) ~ f!( fl.f W2= ~ fJ-f (~) ~ ~t> rr LABEL: f~-L SPAN= fl'~l> • FT. W1= 7o f>p ~):~_{ f~ W2= SO f','f (~)=c ~-~ P1 z <t, r Sf ( '6') ( ~) : +. ~o ~ I /I; yz.. a.. ~= • ~~ .. lb ~ f tD) ::: /,1> r'-F-, ~._._ ~./. USE: 3 1/i, X , ·, 7tY v~~ GRADE: s i l:ro C: - ALT: ____ ___, GRADE: ___ C: __ LABEL: ___ SPAN= ____ FT. \. USE: ______ GRADE: ___ C: __ ALT: GRADE: C: __ E= ___ ksl f,r --· (I ~ ,, ' R1 = ~ 71!) lbs. R2 = ~ J1l> lbs E= ___ ksl L /J R1 = ___ lbs. ~= ___ .lbs E= ___ ksl 14 of 30 DAVID THOMAS ENGINEERING,APC 1 . Structural Engineering Services / \ Office: (858) 201-3072 LP E,:\ ~::i~:~~~~!~~::~ Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 21124 Wood Beam Project File: Reger-Maerowitz Residence.ec6 UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-4 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 3,100.0psi 3,100.0psi 3,000.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Fe -Prll Fe -Perp Fv Eminbend -xx 1,036.83ksi Wood Species Wood Grade Beam Bracing l • Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced Ft 3.Sx9.5 Span • 7.0 ft 750.0 psi 285.0psi 1,950.0 psi Density 41 .760pcf I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width= 6.50 ft, (W1 . FLOOR) Uniform Load : D = 0.030, Lr= 0.020 ksf, Tributary Width= 16.0 ft, (W2, ROOF) Uniform Load : D = 0.0160 ksf, Tributary Width= 10.0 ft, (W3, WALL ABV) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.509 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 1,542.22psi fv: Actual Fb: Allowable = 3,031.10psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2416 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a = = = = = Max Downward Total Deflection 0.139 in Ratio= 604 >=240 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S!ress Ra!1os Momeni 'i7alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b DOnly 0.00 Length = 7.0 ft 1 0.431 0.406 0.90 1.000 1.00 1.00 1.00 1.00 0.98 5.17 1,179.22 2736.23 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length = 7.0 ft 1 0.509 0.478 1.00 1.000 1.00 1.00 1.00 1.00 0.98 6.77 1,542.22 3031 .10 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length= 7.0 ft 1 0.433 0.403 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.13 1,625.98 3756.28 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length= 7.0 ft 1 0.476 0.443 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.84 1,786.54 3756.28 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length = 7.0 ft 1 0.418 0.391 1.15 1.000 1.00 1.00 1.00 1.00 0.97 6.37 1,451.47 3468.45 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Design OK 0.478 : 1 3.5x9.5 136.22 psi 285.00 psi +D+L 6.234 ft Span# 1 Sfiear 'i7alues V fv F'v 0.00 0.00 0.00 2.31 104.16 256.50 0.00 0.00 0.00 3.02 136.22 285.00 0.00 0.00 0.00 3.18 143.62 356.25 0.00 0.00 0.00 3.50 157.80 356.25 0.00 0.00 0.00 2.84 128.21 327.75 0.00 0.00 0.00 15 of 30 DAVID THOMAS ENGINEERING,APC j\ Structural Engineering Services 1 \ Office: (858) 201-3072 IE \ Cell: (858) 336-9902 C."-"~,.d david@dtengsd.com Wood Beam Project Title: Engineer: Project ID: Project Descr: UC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-4 DAVID THOMAS ENGINEERING, A.P.C. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL Length = 7.0 ft 1 0.149 0.137 1.60 1.000 1.00 1.00 1.00 1.00 0.95 Overall Maximum Deflections Reger/Maerowitz Residence David Thomas, SE 21124 Project File: Reger-Maerowitz Residence.ec6 (c) ENERCALC INC 1983-2022 Moment Values Shear Values M fb F'b V fv F'v 3.10 707.53 4734.26 1.39 62.50 456.00 Load Combination Span Max."." Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+0.750Lr+0. 750L Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only 0.1390 3.526 Support notation : Far left is #1 Support 1 Support 2 4.479 4.479 0.910 0.910 2.956 2.956 3.866 3.866 4.076 4.076 4.479 4.479 3.639 3.639 1.774 1.774 1.120 1.120 0.910 0.910 0.0000 Values in KIPS 16 of 30 0.000 DAVID THOMAS ENGINEERING,APC 1 Structural Engineering Services / \ Office: (858) 201-3072 LP Ei ~;:i~:~~!~!:~9:i~ Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 22124 Wood Beam Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-5 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination · ASCE 7-16 Fb + Fb - 3,100.0psi 3,100.0psi 3,000.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Fe -Prll Fe -Perp Fv Eminbend -xx 1,036.83 ksi Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced D(0.16) D(0.48) Lr(0.32) 9 V 0 . Ft DC0.195\ U0.26\ 3.5x11.875 Span= 11.0 n 750.0 psi 285.0psi 1,950.0 psi Density D(2.88) Lr(1.92) ' 41.760pcf . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0 .030, L = 0.040 ksf, Tributary Width= 6.50 ft, (W1, FLOOR) Uniform Load : D = 0 .030, Lr= 0.020 ksf, Extent= 0.0 -» 2.50 ft, Tributary Width= 16.0 ft, (W2, ROOF) Uniform Load : D = 0 .0160 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width= 10.0 ft, (W3, WALL ABV) Point Load : D = 2.880, Lr= 1.920 k @ 8.50 ft, (P1, HDR REACT) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.597. 1 Maximum Shear Stress Ratio = Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,735.02psi fv: Actual = Fb: Allowable = 2,908.37psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 6.504ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio= 1498>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.308 in Ratio= 429>=240 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection 0 in Ratio= 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rabos Momeni 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b D Only 0.00 Length = 11.0 ft 1 0.455 0.471 0.90 1.000 1.00 1.00 1.00 1.00 0.95 8.27 1,205.62 2647.92 +D+L 1.000 1.00 1.00 1.00 1.00 0.95 0.00 Length = 11.0 ft 1 0.597 0.573 1.00 1.000 1.00 1.00 1.00 1.00 0.94 11.90 1,735.02 2908.37 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.94 0.00 Length = 11.0 ft 1 0.506 0.498 1.25 1.000 1.00 1.00 1.00 1.00 0.90 12.15 1,770.77 3497.13 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.90 0.00 Length = 11.0 ft 0.564 0.548 1.25 1.000 1.00 1.00 1.00 1.00 0.90 13.52 1,970.95 3497.13 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.90 0.00 Length = 11.0 ft 1 0.488 0.466 1.15 1.000 1.00 1.00 1.00 1.00 0.92 10.96 1,597.36 3273.96 Design OK 0.573 : 1 3.5x11.875 163.28 psi 285.00 psi +D+L 10.036 ft Span# 1 Sfiear 'values V fv F'v 0.00 0.00 0.00 3.35 120.73 256.50 0.00 0.00 0.00 4.53 163.28 285.00 0.00 0.00 0.00 4.92 177.53 356.25 0.00 0.00 0.00 5.41 195.24 356.25 0.00 0.00 0.00 4.23 152.64 327.75 17 of 30 : \ / \ ID\ I ' ( ................. , DAVID THOMAS ENGINEERING,APC Structural Engineering Services / \ Office: (858) 201-3072 IE \ Cell: (858) 336-9902 Z..·······-····) ···--david@dtengsd.com Wood Beam Project Tille: Engineer: Project ID: Project Descr: LIC#: KW-06015405, Build:20.22.3.31 DESCRIPTION: FB-5 DAVID THOMAS ENGINEERING, A.P.C. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +0.60D 1.000 Length= 11 .0ft 1 0.176 0.159 1.60 1.000 Overall Maximum Deflections 1.00 1.00 1.00 1.00 Cm Ct CL 1.00 1.00 0.92 1.00 1.00 0.83 Reger/Maerowitz Residence David Thomas, SE 22124 Project File: Reger-Maerowitz Residence.ec6 (c) ENERCALC INC 1983-2022 Moment 17alues Sliear 17alues M fb F'b V fv F'v 0.00 0.00 0.00 0.00 4.96 723.37 4114.42 2.01 72.44 456.00 Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAX1mum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.600 Lr Only L Only 0.3075 5.741 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 5.143 5.800 1.430 1.430 3.212 3.546 4.642 4.976 4.357 5.121 5.143 5.800 4.284 4.619 1.927 2.128 1.145 1.575 1.430 1.430 18 of 30 Job Reger/Maerowjtz Residence 22124 Calculated by FR Date ____ _ David Thomas Engineering LATERAL DESIGN (Sheet 1) Wind Design Method Used -Main Wind-Force Resisting System (MWFRS) -Envelope Method -Part 2 Maximum Building Height (z) =~0 feet Design Wind Speed= 90 mph (per ASCE-7, Figure 26.5-lA) Exposure Category= C (per ASCE-7, 6.5.6.3) Importance Factor (I)= 1.00 (per ASCE-7, Table 1.5-2) K,r = 1.00 (per ASCE-7, 26.8.2) ). = 1.40 (per ASCE-7, Figure 28.5-1) Ps30 = 17.80 psf (per ASCE-7, Figure 28.5-1) 0.6 x Ps =I 14.95lpsf Ps =Ax K,1 x Ps30 (per ASCE-7, 28.5.3, Equation 28.5-1) (reduced for ASD load combos) Adjust Factor A Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 so 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used= Equivalent Lateral Force Procedure Occupancy Category= 2 (per ASCE-7, Table 1-1) (Residential= 2.0) 6.5 R = (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) 1.00 I= (per ASCE-7, Table 11.5-1) (Residential= 1.0) Site Class= (per ASCE-7, 11.4.2) (Assume Site Class= "D" w/o Soils Report) Ss = g (0.2 sec) F. = ~ Sos = 0.777 g D 0.971 0.355 S1 = g (1 sec) Fv= ~ S01 = 0.460 g Seismic Design Category (SOS) = Seismic Design Category (SDl) = D D Ta= 0.256 Cs = 0.120 Csmax = 0.276 Csmtn = 0.010 p = 1.3 sec Csact =~l V = 0.111 Wx (Use the worst case seismic design category) C1h/ (per ASCE-7, Equation 12.8-7) S05/(R/I) (per ASCE-7, Equation 12.8-2) S0i/Ta(R/r (per ASCE-7, Equation 12.8-3) Csmin > 0.01 or 0.SSi/(R/1) (per ASCE-7, Eq.12.8-5 / 12.8-6) Assumed (Csaci*P)*Wxfl.4 (ASD) X Factor of Safety 1 1.20 I = 10.133 0 30 Job Reger /Maerowitz Residence 22124 Calculated by FR Date ____ _ David Thomas Engineering BUILDING WEIGHTS Total Installed Roof Weight Total Installed Floor Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension 2ND FLOOR LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension TOT AL BUILDING DEAD LOAD, WT. C5(adjusted) BASE SHEAR, V LATERAL DESIGN (Sheet 3) = = = = = Roof= = = N-S = Roof= = = N-S = 25 30 30 7 16 N 1691 191 143 33 1107 292 219 33 psf psf psf psf psf Yor N sq. ft. ft. ft. ft. sq. ft. ft. ft. ft. = 185,115.50 = 0.133 = 24,651.04 Roof Project. Height ffiQQLJPlate Height ~Floor Plate Height =aft = 9 ft = 9 ft * Alternate Ext. Wall = lpsf Deck =~-----11sq. ft. Alt.=. _ ft. E-W=I TOTAL= 331ft. 60531.5 LBS. Floor =~sq. ft. Alt.=C:=Jft. Deck =._I ___ __.lsq. ft. LBS. LBS. E-W=I TOTAL= 33 I ft. 124584 LBS. See Lateral Design Loads Spreadsheet LATERAL LOAD DISTRIBUTION Diaphragm Level Story Weight (wx) Story Height (hx) Story Weight x Height (wx x hx) (wx x hx) / L(w1 x hi) Story Force (FrxJ Story Area (A) Story Unit Shear (vx) WIND VS. SEISMIC COMPARISON Wind Pressure (P) Story Linear Forces NORTH-SOUTH Wind NORTH-SOUTH Seismic EAST-WEST Wind EAST-WEST Seismic Story Linear Forces NORTH-SOUTH Wind NORTH-SOUTH Seismic EAST-WEST Wind EAST-WEST Seismic ROOF 60.5315 kips 19 ft. 1150.1 kip-ft. 0.50635 12482 lbs. 1691 sq. ft. 7.38 psf = 14.95 psf = ROOF = 14.95 psf X = 7.38 psf X = 14.95 psf X = 7.38 psf X = 2nd = 14.95 psf X = 4.35 psf X = 14.95 psf X = 4.35 psf X 2nd 124.584 kips 9 ft. 1121.26 kip-ft. 0.49365 12169 lbs. 2798 sq. ft. 4.35 psf See Lateral Design Loads Spreadsheet 10.5 ft. 157 plf SEISMIC GOVERNS 33 ft. 244 plf 10.5 tt 157 plf SEISMIC GOVERNS 33 ft 244 plf 10 ft. 150 plf CUMULITIVEL Y 33 ft. 144 plf SEISMIC GOVERNS 10 ft 150 plf CUMULITIVELY 33 tt 144 plf SEISMIC GOVERNS 0 .) Job Reger/Maerowitz Residence 22124 Calculated by __ __..._D ..... T_ Date ____ _ David Thomas Engineering Shearwall Design ~ Story Shearwalls p-$ Direction Unit Lateral Load, v = } ,8 psf Gridllne ___,/....,<, ___ _ Tributary Area (This Level): sq. ft. Lateral Load (This Level): _...,__,f,£-L-=---+--'--'-""2!""-+,___-----------~2i-Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= -------=-"F'I'=~ Lbs Total Shearwall(s) Length, L = _____________ ft Unit Wall Shear, V = Fx/L = -----,--plf Shearwall Type: Q ll)('.is-r-Jl-', Overturning: Panel Design Width = ___ ft. OR ✓ Okay by Inspection . U~ft= L~ Holdown Anchor Type: D ------------------ Grldllne {& 'Jfe. '\ C;7) Tributary Area (This Level): ~ ./- Lateral Load (This Level): Lateral Load (Level Above): Total Load (All Leyels), Fx = Total Shearwall(s) Length, L = _____________ ft. Unit Wall Shear, v = Fx/L = _____ plf Shearwall Type: Q ;;~c;.11 ~j;,. Overt1,1rnlng: Panel Design Width = ___ ft. OR ✓ Okay by Inspection Uplift= _______ :,__ ________________ Lbs Holdown Anchor Type: D ------------------ Grldllne _____ _ Tributary Area (This Level): _______________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = ______ Lbs Total Shearwall(s) Length, L = _____________ ft. Unit Wall Shear, V = F,JL = ________ plf • Shearwall Type: Q Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift=-----------------------,---Lbs Holdown Anchor Type: D ------------------ J 21 of 30 Job Reger/Maerowitz Residence 22124 Calculated by __ --""DJ.I-Date ___ _ David Thomas Engineering Shearwall Design i.J P Story Shearwalls ~ r $ Direction Total Shearwall(s) Length, L = Unit Wall Shear, v = F,r/L Shearwall Type: @ = Overturning: Panel Design Width = ___ ft. OR Uplift = e~. ~ t C'l) Unit Lateral Load, v = f, '~sf __ Okay by Inspection 7707-1 Lbs Holdown Anchor Type: . bTI __ '' ..... HP_~~_,, ____________ _ Total Shearwall(s) Length, L Unit Wall Shear, v = Fx/L Shearwall Type: ~ Overtumln~: _ ~~ fl , Panel Design Width = ___ ft. OR . Uphft-~-~ en .. ·,/ • r-n \f u /1 __ Okay by Inspection 4t,f Lbs Holdown Anchor Type: b.lJ vrt::>1JB _ ___:..;..__;;__. ____________ _ J • Grldllne !Gt ~\(~/)· d .1jributary_Ar_e_a,._(Th+i-s-Le-ve-l)-: (_:::-v:.l-_ f-'Ct" L -~ g-z_ sq. ft. Lateral Load (This Level): Af1FLff_ lfW t?y ;;;t.~t;Z;)fi~~ubs Lateral Load (Level Above): ----------------~--,.........,__,,..-Lbs Total Load (All Levels), Fx= '1-(7/·~bs Total Shearwall(s) Length, L = ____________ ft. Unit Wall Shear, v = F.JL = . . plf , ShearwallType: o . Ut>E ¼., _ lfss ~ ~~ % ~-4,{ {fxz= toe~ ~ fa-~,~; Overturning: Panel Design!Width = • ft. OR __ Okay by Inspection A >P. Uplift= _______________________ Lbs Holdown Anchor Type: D ----------------- 22 of 30 ' Job Reger/Maerowitz Residence 22124 Calculated by __ __...,D ...... T_ Date ____ _ David Thomas Engineering Shearvyall Design ~~p Story Shearwalls, f:! .. V-oirection Unit Lateral Load,·v = _g., ~r~b~:~J.c~t1P t@{k)C,H +: \Y#)($0) sq.ft Lateral Load (This Lewi):' .al& Lbs Lateral Load (Level Above): -------:-----:---=--:---,-----,--------..,,.._..---Lbs · ; / z(b,} Total Load (All Levels), Fx = ----.,1.~~z .... ffi~•=-+f-Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = F,JL Shearwall Type: @ = ·~. ~,,,-V ~ 3 77 ft. lt,o plf O'lrertumlng: _ . • .. ) .~.-, r~•I Design Wdlh • ___ ft. OR __ Okay by Inspection Uplift~.'.~~, ·U~ · ' 7 7t{-o Lbs Holdowhl~chor Type; [il __ '-'_1..,ff __ P_l.1 __ 8 ___ 1 '---,------------ Grldllne _____ _ Tributary Area (This Level):· _______________________ ·sq. fl Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = ______ Lbs Total Shearwall(s) Length, L = _____________ ft. Unit Wall Shear, v = Fx/L Shearwall Type: Q = _____ plf Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= ________________________ Lbs Holdown Anchor Type: 0 -------------------.-- Grldllne _____ _ Tributary Area (This Level): _______________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load {All Levels), Fx = ______ Lbs Total Shearwall(s) Length, L = _____________ ft. Unit Wall Shear, V = F./L Shearwall Type: Q =: -----plf Overturning: Panel Design Width = ___ ft. OR · __ Okay by Inspection Uplift= ________________________ Lbs Holdown Anchor Type: • D ------------------ 23 of 30 DAVID THOMAS ENGINEERING,APC Project Title: Reger/Maerowitz Residence David Thomas, SE I , Structural Engineering Services /. \ Office: (858) 201-3072 Engineer: Project ID: 22124 /D I Ej Cell: (858) 336-9902 Project Descr: david@dtengsd,com Steel Column Project File: Reger-Maerowitz Residence,ec6 UC#: KW-06015405, Bui :20.22.3.31 DAVID THOMAS ENGINEERING, A.P.C. (c) ENE ALC INC 1983-2022 DESCRIPTION: LATERAL COLUMN GRID 19 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS6x6x3/8 Overall Column Height 9.0 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 46.0 ksi X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 9.0 ft, K = 2.1 Y-Y (depth) axis : Applied Loads Column self weight included : 247.320 lbs* Dead Load Factor BENDING LOADS ... Lat. Point Load at 9.0 ft creating Mx-x, E = 1.520 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabh Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.2652 : 1 +D+0.70E 0.0 ft 0.2473 k 107.309 k -9.576 k-ft 36.267 k-ft 0.0 k-ft 36.267 k-ft 0.01862 : 1 +D+0.70E 0.0 ft 1.064 k 57.137 k Maximum Axial+ Bending Stress Ratios Load Combination D Only +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination OOnly +0.600 +D+0.70E +D+0.5250E +0.600+0.70E E Only Stress Ratio Status Location 0.002 PASS 0.00 ft 0.001 PASS 0.00 ft 0.265 PASS 0.00 ft 0.199 PASS 0.00 ft 0.265 PASS 0.00 ft Axial Reaction @Base 0.247 0.148 0.247 0.247 0.148 X-X Axis Reaction @Base @Top Cbx 1.67 1.67 1.67 1.67 1.67 k Unbraced Length for buckling ABOUT X-X Axis = 8.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.5544 in at for load combination : E Only Along X-X 0.0 in at for load combination: 0.0 k 0.0 k 0.0 k 1.520 k 9.0ft above base 0.0ft above base Ma11imum S!Jear Ratios Cby KxLx/Ry KyLy/Rx Stress Ratio Status Location 1.00 99.47 1.00 99.47 1.00 99.47 1.00 99.47 1.00 99.47 Y-Y Axis Reaction @Base 1.064 0.798 1.064 1.520 @Top 88.42 0.000 PASS 0.00 ft 88.42 0.000 PASS 0.00 ft 88.42 0.019 PASS 0.00 ft 88.42 0.014 PASS 0.00 ft 88.42 0.019 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top -9.576 -7.182 -9.576 -13.680 24 of 30 DAVID THOMAS ENGINEERING,APC \ Structural Engineering Services / \ Office: (858) 201-3072 IE \ Cell: (858) 336-9902 C.,,cc.~,,c-, david@dtengsd.com Steel Column Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 22124 Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: LATERAL COLUMN GRID 19 Extreme Reactions Axial Reaction Item Extreme Value @ Base Axial@ Base Maximum 0.247 Minimum Reaction, X-X Axis Base Maximum " Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum 0.247 0.247 0.247 0.247 0.247 0.247 0.247 0.247 Moment, Y-Y Axis Base Maximum 0.247 Minimum 0.247 Moment, X-XAxis Top Maximum 0.247 Minimum 0.247 Moment, Y-Y Axis Top Maximum 0.247 Minimum 0.247 X-X Axis Reaction @ Base @ Top -13.680 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft +0.60D 0.0000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft +D+0.5250E 0.0000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft Steel Section Properties HSS6x6x3/8 Depth = 6.000 in I xx = Design Thick = 0.349 in s xx = Width = 6.000 in R xx = Wall Thick = 0.375 in Zx = Area = 7.580 in"2 I yy = Weight 27.480 plf s yy = R yy Ycg 0.000 in k Y-Y Axis Reaction @ Base @Top 1.520 1.520 1.520 Max. Y-Y Deflection 0.000 in 0.000 in 0.388 in 0.291 in 0.388 in 0.549 in 39.50 in"4 13.20 in"3 2.280 in 15.800 in"3 39.500 in"4 13.200 in"3 2.280 in Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top -13.680 -13.680 -13.680 Distance 0.000 ft 0.000 ft 9.000 ft 9.000 ft 9.000 ft 8.940 ft J C 22.100 in"3 25 of 30 DAVID THOMAS ENGINEERING,APC Project Title: , Structural Engineering Services / \ Office: (858) 201-3072 /D I E\ Cell: (858) 336-9902 david@dtengsd.com Engineer: Project ID: Project Descr: Steel Column LIC#: KW-0601 05, Build:20.22.3.3 AVID THOMAS ENGINEERING, A.P.C. DESCRIPTION: LATERAL COLUMN GRID 19 Sketches +Y .. ,. +X 6.00in Reger/Maerowitz Residence David Thomas, SE 22124 Project File: Reger-Maerowitz Residence.ec6 (c) ENERCALC IN 1983-2022 t 26 of 30 DAVID THOMAS ENGINEERING,APC ; Structural Engineering Services / . Office: (858) 201-3072 / .. E~ ~=~1i~:5d~!~!~~::~ Pole Footing Embedded in Soil Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 21124 Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.3.31 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: POLE FTG AT HSS ALONG GRID 19 Code References Calculations per IBC 20181807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7 -16 General Information Pole Footing Shape Rectangular Pole Footing Width . . . . . . . . . . . . 36.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive ......... . Max Passive .......... . Controlling Values Governing Load Combinatilir Only• 0.70 350.0 pcf 1,500.0 psf Lateral Load 1.064 k ~me~ 9.~6~ Restraint @ Ground Surface Point Load Pressure at Depth Actual Allowable Soil Surface Surface Lateral Restraint i~ Surface Retrain! Force ~lnlmu~ ~equlred De~ Footing Base Area Maximum Soil Pressure Applied Loads Lateral Concentrated Load (k) D : Dead Load Lr : Roof Live L: Live S: Snow W :Wind E : Earthquake H : Lateral Earth Load distance above ground surface k k k k k 1.520 k k 9.0 ft Load Combination Results Load Combination E Only • 0.70 E Only• -0.70 E Only• 0.5250 E Only• -0.5250 985.22 psf 1,093.75 psf 7,575.68 lbs 3.125 ! 9.0 ft~2 0.0 ksf Lateral Distributed Loads (kl TOP of Load above ground surface BOTTOM of Load above ground surface Forces@ Loads-(k) 0.000 0.000 1.064 9.576 1.064 9.576 0.798 7.182 0.798 7.182 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft ft Requri<I Depth -(ft) 0.13 3.13 3.13 2.75 2.75 .... ' .... ' '('") Applied Moment (kft) Vertical Load (k) k-ft k-ft k-ft k-ft k-ft k-ft k-ft k k k k k k k Pressure at Depth Soll Ina-ease Actual -(psf) Allow-(psf) Factor 0.0 43.8 1.000 985.2 1,093.8 1.000 985.2 1,093.8 1.000 954.2 962.5 1.000 954.2 962.5 1.000 27 of 30 SHEAR~ALL SCHEDULE (201c; CBC) MARK VALUE MATERIAL NAIL B.N. 4 F .N. SILL PLATE ATTACH. BOT. PLATE ATTACH. TOP PLATE ADDITIONAL (PLF) SIZE E.N. 5/8"0 A.B. SPACING NAILS 4 SC.REriS CLIPS NOTES 0 260 3/8 " CDX 8d 6" 12" 48' o.c. I6d@ 4" O.C. A35 @ 16" o.c. - 0 340 15/32' CDX IOd 6" 12" 32" O.C. I6d@ 4' o.c. A35 @ 12· o.c. - 0 350 3/8" CDX 8d 4• 12· 32' o.c. I6d@ 4" O.C. A35@ 12" o.c. - 0 550 3/8" STRLJC. I 8d 3" 12· 24' o.c. 114•0 x 8" 'SDS' A35@ 8" O.C. SEE NOTES SC.REH @ 8" O.C. 13, 14, 4 15 0 130 3/8' STRLJC. I 8d 2" 12" 16' o.c. 114•0 x 8" ·sos· L TP4 @ 8" O.C. SEE NOTES SC.REH @ 4 • 0 .C. 13, 14, 4 15 0 810 15/32' STRLJC. I IOd 2" 12· 16' O.C. 114•0 x 8" ·sos· L TP4 @ 8" O.C. SEE NOTES SC.REH @ 4" O.C. 13, 14, 4 15 0 1211 IS/32" STRUC I IOd 2" 12" 8" O.C. 5/8'0 x 8" LAG L TP4 @ 6" O.C. SEE NOTES (APPLY BOTH SIDES) SC.REH @ 8" O.C. 13, 14, 15, 4 16 ~ I. PROVIDE '4-PLl" 5HEATHIN6 o 3/8' THIC.KIESS • 'S-PLY' o 15/32' 5HEATI-IIN6. l"iOOD 5fflJCMAI.. PAI-El.5 SHALL COMPLY l'tTH DOC, PSI OR DOC, P52. 2. ONLY COMMON HAILS ARE TO 6E USED FOR ALL 5HEATl!IN6 ATTACHMENT. NAIL~ U5IN6 'CLIPPED HEAD' OR '5I"8<1:R' NAILS ARE NOT ACCEPTAel.E. 3. ALL 51£AAt'tAU.5 TO Prn:TRATE TrlRCUSH CEILIN6 JOIST AND ATTIC. TO TIE INTO UPPER HORIZONTAL DIAPHv'6M utLf55 EN61tEERED DRA6 t-£M6ER 15 PRESENT. 4. MINIMJH E06E DISTANCE FOR HAILS IN TI-IE REC.EIV1N6 1'£H3ER5 SHALL 6E 3/8' FOR 2' NOMINAL REC.EMN6 MEJ-eERS AND 1/2' FOR 3' NOMINAL RECEIV1N61'EM6ER5. 5. SHEAR PANELS SHALL 6E APPLIED DIRECTl Y TO SlUD FAAM1N6 AT 16' ON CENTER MAXIMJM AND ALL PANEL ED6E5 SHALL 6E BLOCKED i"IITI-1 MINlt-U-1 2x 8LOCKIN6, U.N.O. 6. NO PANEL YilDTrl LE55 THAN 12' SHALL 6E USED. ~5 rllTrl MORE THAN ONE VERTICAL PAI-EL IH 1£I6HT SHALL HAVE HORIZONTAL STA66ERED 5PLIC.ED JOINTS. 1. 5TUGCO AW/OR EXTERIOR YEteR OVER A l"iOOD s.EATI-IIN6 ~ SHALL 6E YiATERPROOFED l'tTH A MINlt-01 OF (2) LAYERS OF 15 LB. FB.T PAPER. 8. U5E Da161..A5 FIR HO. 2 PRE55URE TREATED SILL PLATES THAT c.oMPLY i"IITI-1 TI-IE~-EN6I11:ER TO 6E NOTIFIED IF OTHER 5PECIE5 ARE USED OR PART OF EXISTIN6 BJILDIN6. 'I. 3" x 3' x 0.22'1' /MINJHJM) PLATE YiASl-£l<5 SHALL 8E USED AT ALL~ ANCHOR OOLTS. YiA5l£R SHALL EXTEND TO l'tTrllN 1/2' OF E06E OF TI-IE BOTTOM PLATE ON TI-IE 51£ATl£D SIDE. (SIMPSON 'ElPS-3' o 2 x 4 51\JD FRAMIN6 t "SP5-6' o 2 x 6 AND LAR6ER 51\ID FRAMIN6 ACCEPTABLE) 10. ANCHOR 80LT5 HJST 6E Et-eEDDED 1' MINIMJH INTO tti'I CONCRETE. MIHIMJH EDGE DISTANCE AND c.ot-lCRETE PROTECTION SHALL COMPLY ~!Tri C6C, AND ACI CODE PROVISIONS. II. SILL PLATES TO 6E ATTAat:D 1151N6 A MINIMJH OF (2) ANCHOR 80LT5 PER PIECE ~ITH ANCHOR 80LT5 LOCATED 4-3/8' MINIMJH t 12' MAXIMJH FROM EACH END. 12. HOL.DOl'fl ANCHOR 15 IH ADDITION TO TI-IE SILL ANC-IIOR 80L TS. 13. 3x SILL PLATES (BOTTOM PLATES TO REMAIN 2x), 3x BI..OCKIN6 t 3x Sl\JDS o ALL PANEL EDGES REGlUIRED. 14. 4x 8LOCKIN6 OR SEAM REGUIRED SEL~ BOTTOM PLATE 5GREl1 ATTACHI-ENT. 5GREl'6 TO 6E 5TA66ERED. 15. PERIODIC. SPEC.JAL INSPECTION REGlUIRED PER C.ElC CHAPTER 11. ONE t TI'IO FAMILY Dl'til.lN65 LE55 THAN TI'IO STORIES IN 1£I6HT A60VE GRADE "10 IRRE6l.tARJTIE5 ARE EXEMPT. ,, 16. 51£ATHIN6 APPLIED TO EACH FACE OF 3x Sl\JDS o 16' O.C.. STA661:R HORIZONTAL• VERTICAL PAIEL JOINTS EACH SIDE OF t'W.L. N °" l 11. ALL NAILS SHALL HAVE A MIHII-U-1 PENETRATION INTO FAAMIN6 t-£1-flERS OF 1-1/2 INGl-£5. 8d cot+10N • 0.131'11 x 2-1/2', IOd GOl+'OH • 0.148'11 x 3'. Q _ ..... ...,, 0 0 Sl) <: -· p.. -3 ~ 0 a Sl) C/) tT:l = OQ -· = (1) (1) "'1 -· = OQ n ~ C"l s:: ~ rt (1) Q., a-'< "'Tl ;a 0 0J rt (1) -0 a- ;a (I) co (I) -, I s:: ll) I ~ ~ ;::..: N ;a Ii ::J (") (I) N N _.. N ~ Job Reger-Maerowitz Residence 22124 Calculated by __ F_R __ Date ___ _ David Thomas Engineering HOLD-DOV'{N SCHEDULE MARK HOLD-DO~N DEVICE VALUE 0 4x POST~/ 11MSTC4011 FLR-TO-FLR H.D. 3,080 LBS. @] 4x POST ~/ 11MSTC52 11 FLR-TO-FLR H.D. 4,620 LBS. @] 4x POST ~/ 11MSTC6611 FLR-TO-FLR H.D. 5,860 LBS. ~ 4x POST ~/ 11MSTC48B311 FLR-TO-FLR H.D. 3,'l15 LBS. [] 4x POST ~/ "MSTC66B3" FLR-TO-FLR H.D. 4,505 LBS. [] 4x POST~/ "HDU211 HOLD-DO~N 3,015 LBS. ON SSTBl6 AB. (5/811r/J AB.) 0 4x POST ~/ 11HDU411 HOLD-DO~N 4,565 LBS. ON SSTB20 AB. (5/811r/J AB.) [8J 4x POST ~/ 11HDU511 HOLD-DO~N 5,645 LBS. ON SSTB24 AB. (5/811r/J AB.) 0 bx POST ~/ 11HDU811 HOLD-DO~N 1,810 LBS. ON SSTB28 AB. (1/811r/J AB.) cg bx POST ~/ 11HDUII" HOLD-DO~N 'l,335 LBS. ON SB lx30 AB. (l11r/J AB.) [I] bx POST ~/ "HDUl4" HOLD-DO~N 14,445 LBS. ON SB lx30 AB. (l"r/J AB.) [8J ------------------------------------- [BJ ------------------------------------- NOTES, I. HOLD DO~ ANC.HORS 1'1.JST BE TIED IN PLAC.E PRIOR TO FOUNDATION INSPEC.TION. 2. DEEPEN FOOTINGS TO PROVIDE :3" MIN. CONCRETE WYER Vil-lERE HOLD-DO~N ANC.HORS ARE LONGER THAN THE FOOTING DEPTH. :3. USE (RJ) OPTION ON STHD HOLD-DOriNS FOR RAISED Y'IOOD SUB-FLOOR C.ONDITION. 4. MSTC HOLD-DO~NS MAY USE 16d SINKERS OR IOd COMMON NAILS. 5. MSTC. HOLD-DO~NS TO BE C.ENTERED BEmEEN UPPER 4 LO~ FLOORS. MAXl1'1.JM CLEAR SPAN = 18". NAILS NOT REQUIRED IN C.LEAR SPAN (RIM BOARD) AREA. ?Q of 30 !~/, 1D \ 1E\ • I \ L ............... \ ................. , Job Reger-Maerowitz Residence 22124 Calculated by FR Date __ _ David Thomas Engineering SPREAD FOOTING SCHEDULE SYMBOL SPREAD FOOTING DIMENSIONS 4 REINF. (f1G = 2,500 PSI MIN. 4 f~ = 60 KSI) ~ 2411 SQ. X 18 II DEEP SPREAD FOOTING 'I'!/ (2)-#4 BARS (EACH ~A Y) -0> 30" SQ. x 18 11 DEEP SPREAD FOOTING 'I'll (3 )-#4 BARS (EACH ~A Y) -0> 36" SQ. x 18" DEEP SPREAD FOOT ING ~/ (4)-#4 BARS (EACH ~AY) ~ 42" SQ. x 18 II DEEP SPREAD FOOTING ~/ (5)-#4 BARS (EACH ~AY) -0> 48" SQ . x _!_~11 DEEP SPREAD FOOTING 'I'll (6)-#4 BARS (EACH ~AY) 30 of 30 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. CLA~f,{/ 12-/12/22 DA E-29 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water BMPs Control BMPs Management BMPs C C C 0 ..... 0 0 ~ C -0 ~ ~ 0, 0 Q) C E "' 0 0 C C Ol ..... 0 ..... ::, ::, 0 '6 ·;:: C. 0 E L. L. ~ L. ~ -0 (/) Ol L. Q) ..... ..... C '-::, Ol C Q) L. C Q) c "'(/) "' 0 ·;:: 0-C. Q) ·;:: C > L. Best Management Practice* <Id C Oo 0 ·o.. -C en L. <.!) w CD L. 0 Q) 0 Q) :E "' 3: (I) ~ Q) C Q) ..... C E 0 u L. u "' -0 "' ~ -0 (BMP) Description "' 0 Q) (/') 0, Q) Ol CD •o C Ol ➔ ·o Q) "' C C Q) :5 ;:!: Q) ..... 0 0 3: C L. 0 -g~ -0 >, 0"' Cc 0 ~ L. 0 C Cl 0 CD (I')•-0, Cl·-u Q) Oo 0, X ~ 0 o> Cl C Q) 0::: E 0 ..... N en :!lo 0 C'I~ Q) ~ ·'= Q) 0 Q) E .Y. v ..... ::, ..0 E al ;: ~ = 3: "-+i ::0 ..... -0 ..C C Q) LL. 0 .... Q) ::, -0 ·--0 Q) 0 cO 0 C 0 -+-'•-0 . '6 Q) > ......... ..0 .... ..0 0 ·-.... 0 ·-0 0 .... 0 0 ..... Q) 0 Q) 0 C 0 0 0 Ol .B 0 ..... 0 ~& ..... ..c Q) Q) ~ 0 .... Q) ..c ..0 .... .;;o 0 ..... L. V> C 0 L. 0 ~u <.!) WO V5 c?i (/') u i.i: <.!) (/')> (/') (/') a.. (/') 0::: ~a.. a..o a.. CASQA Designation ➔ r--co a, ~ ....., v lO co r--co 0 N ....., r--co 'T ~ 'T I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ ~ (/') (/) (/') (/) Construction Activity w w w w (/') (/') (/') (/') (/') (/) (/') (/') z z z z Gradinq/Soil Disturbance Trenchina/Excavation Stockoilinq Drillina/Borina ~y Concrete/ Asohalt Sawcuttinq IX Concrete Flatwork Pavinq Conduit/Pioe Installation IV. Stucco/Mortar Work 1--X Waste Disposal Staainq/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterinq Site Access Across Dirt Other (lisfr Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. Waste Management and Materials Pollution Control BMPs ..... C -0 Q) C -0 E C 0 0 Q) Q) >, 0, ..... L. 0 C "' Q) 0 > C 0 ~ ~ ..... Q) 0 ..... v "' ~ C Q) C C Cl :::, Q) ..... Q) "' Q) > ~E Q) Q) ::, E ~~ 0 'o.. L. -~ Q) 0 Q) ·;:: a.. e Ol -0 0, .... 0 Q) .Y. -0 0 so Q) .... 0 _ ..... ..... 0 ..... 0 = C •-C NC o....,. 0 ..... 0. 0 <50 oo ~(/') ~ (/') (/') u (/)~ ::i:::~ ~ N ....., v lO co I I I I I I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. Q) ..... "' 0-+-' ~c Q) a, E ..... Q) ~ 0, oo CC 0 0 u~ co I i PROJECT INFORMATION Site Address:2-3!12-/4JA1(6LLoW f)J, 1 2 oocP Page 1 of 1 Assessor's Parcel Number:2 .12.-fL(2,,-~2-Q0 Emergency Contact: Name: vOf//lJ {!Uj$f /V 24 Hour Phone: /60 ?IS'. 77'-AJ Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM O LOW REV 11 /17 ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (8-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. 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 Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Property Address/APN: Z)'t'l... lJfof {r<-ld/,1/ &I q lJt:k:P Applicant Name/Co.: fv l)l) /VJ /:l€. /2u(l()I Lh .Z 3 f 2 1-v Ill f ff L 1-ou/ /Jd CJ fifl.L-~!.iJ/J , LA , Cj 2 o<J<P Applicant Address: Contact Phone: 7~0 . 2. 7 /. / J)7£ Contact Email: Contact information of person completing this checklist (if different than above): Name: B-50 Contact Phone7 b O . / / S-:. '7 / ~ <.J Page 1 of 7 J 12c q11 (j) OUIT.L-uut<, CvlVf CA q;_o;o / 1, /1 z.,/f-2_ I J Revised 05/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type Complete Section(s) Notes: :a Residential A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use □ New consbuction 2A*, 3A*, 18, 2B, *Includes detached, newly constructed ADU 4A*, 38, 4A ~ Additions and alterations: .EI BPV < $60,000 N/A N/A All residential additions and alterations □ BPV ~ $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. □ BPV ~ $200,000 1A, 4A* *Multi-family dwellings only where interior finishes are removed 1 B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed □ Nonresidential □ New consbuction 1 B, 2B, 38, 48 and 5 D Alterations: □ BPV ~ $200,000 or additions ~ 1,000 18, 5 square feet □ BPV ~ $1,000,000 18,28,5 Building alterations of~ 75% existing gross floor area □ ~ 2,000 sq. ft. new roof addition 28,5 1 B also applies if BPV ~ $200,000 Checklist Item Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration~$60,000buildingpennitvaluation. □ N/A __________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score ~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option : □ Ductsealing D Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □ Water heating Package □ Between1978and1991 Select one option: □ Ductsealing D Attic insulation D Cool roof □ 1992 and later Select one option: □ Lighting package □ Water heating package Updated 4/16/202 1 3 8. D Nonresidential* new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000 square feet. See CMC 18.21.155 and CALGreen Appendix AS D N/A AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5) D . 3 Warehouse dock seal doors. □ .4 Daylight design PAFs D . 5 Exhaust air heat recovery □ N/ A AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoorlighting AND mechanical) □ N/ A AS.211 .1 ** □ On-site renewable energy: D N/A AS.211.3** □Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) D N/A AS.213.1 □ Steel framing : (Provide details on plans for options 1-4 chosen) □ N/A * Includes hotels/motels and high-rise residential buildings ---------- •• Foralterations~ $1,000,000 BPVandaffecting > 75% existing gross floor area, OR alterations thatadd 2, OOOsquarefeetof new roofaddition: comply with CMC 18.30.130 (section 28 below) 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. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation 'Mlere CFA = conditional floor area, #du= number of dv-.,ellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D 8. D Nonresidential new construction or alterations ~$1,000,000 8PV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 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 kW de Min. System Size: □ If~ 10,000s.f. calculate: 15 kWdcx (GFN10,000) •• kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/202 1 4 D Time-Dependent Valuation Method AnnualTDVEnergy 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. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: 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 CMC 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 thefollowing: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: 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. Updated 4/ 16/21 5 4. Electric Vehicle Charging A D Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □Exception: □ Multi-familyresidential· □ Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE)J Other "Ready" I Other "Capable" I I Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )foroneand two-family dwellings and townhouses with attached garages, alterations have a building permit valuation<! $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation<! $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/1 6/2021 6 ' 5. □Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determinewhetherornoryourpermit 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 Office (all)2 Restaurant Retai'3 Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 101hEdition 2 For all office uses, use SAN DAG 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 ca!cy!atjons· 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 Employee ADT I acknov.Aedge 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 TDM plan and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature:. __________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 4/16/2021 7 Building Permit Finaled Revision Permit Print Date: 07/19/2024 Job Address: 2342 LONGFELLOW RD, Permit No: Status: Ccityof Carlsbad PREV2022-0149 Closed -Finaled Permit Type: BLDG-Permit Revision CARLSBAD, CA 92008-3829 Work Class: Residential Permit Revision Parcel#: 2121424200 Valuation: $78,471.56 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2022-1645 Plan Check#: Applied: 12/12/2022 Issued: 01/20/2023 Fina led Close Out: 07/19/2024 Final Inspection: INSPECTOR: Description: REGER/MAEROWITZ: REVISION TO INTERIOR BEAM// ADDITION (36 SF)/REMODEL (1556 SF)/PATIO (321 SF) Applicant: DEBORAH SHEWAGA 2600 ARGONAUTA ST CARLSBAD, CA 92009-6501 FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $120.00 Building Division Property Owner: CO-OWNERS PAMELA REGER AND TODD MAEROWITZ 2342 LONGFELLOW RD CARLSBAD, CA 92008-3829 Total Payments To Date: $120.00 Contractor: CHAPARRAL BUILDERS LLC 3712 JETTY PT CARLSBAD, CA 92010-5537 (760) 715-7740 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $120.00 $0.00 Page 1 of 1 l_ City of Carlsbad PLAN CHECK REV~SION OR DEFERRED SUBMITTAL APPLICATION B-15 C/3R.. Z...o'2..'2.-/ ftt,'-(S- De velopment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Numbe, ___ _ ____ Plan Revision Number ?/lJlfJ ZD Z'2 ,,. DI fi Project Address Z.. 312-L,uu {(1L Low f2c) ClJAD q20 ....... u'--'-'cf? _______ _ General Scope ofRevision/Deferred Submittal: &v uqs fa[) !]t, 5-5 /6g [-i1.£A fl1 CONTACT INFORMATION: Name:IuHJ./ CuJs<iAJ Phond&O 7LS:-77L/O Fax~----- Address 37/2_ -I-1Y!f $}: Ciry{!l3/JD zif}20J{) Email Address ✓ 11..c L/ L / {g {)u li DUI? ,. Co /1,1 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: D Plans _ft(l Calculations D Soils D Energy D Other 2. Describe revisions in detail R 4. Does this revision, in any way, alter the exterior of the project? D Yes 5. Does this revision add ANY new floor area(s)? D Yes .ID No 6. Does this revision affect any fire related issues? D Yes i\J No 7. 3. List page/s) where each revision is shown 1635 Faraday Avenue, Carls ad, CA 92008 Ph: 760-602-27 19 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov E David Thom Engineering, J. Structural Engineerin~ Structural Calculations (Steel Beam Addendum) Project REGER/MAEROWITZ Residence/ 22124 2342 Longfellow Road San Diego, California 92008 Prepared For Deborah Shewaga Ideal Design Systems,Inc. 2600 Argonauta Street Carlsbad, California 92008 11-7-22 Mailing: 3525 Del Mar Heights Ro ad, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 302, San Diego, California 92130 Office Phone: (858) 201-3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com ~w DAVID THOMAS ENGINEERING 1' , '· Structural Engineering Services , \ Phone: (858) 201-3072 D\ E \ Email: david@dtengsd.com ---=-=--l ;.__:______; Website: www.dtengsd.com Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 21124 Steel Beam Project File: Reger-Maerowitz Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-3 Steel CODE REFERENCES DAVID THOMAS ENGINEERING, A.P.C. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method :Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 50.0 ksi 29,ooo.o ksi Span = 30.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 7 .0 ft, (Floor Grid 16 -18) Uniform Load : D = 0.0160 ksf, Tributary Width = 10.0 ft, (W4, WALL ABV) Uniform Load : D = 0.030, L = 0.040 ksf, Extent= 18.0 -» 30.0 ft, Tributary Width = 3.0 ft, (Floor Grid 16 -18) Point Load: D = 0.9450, L = 1.260 k@ 18.0 ft, (Existing Floor Beam) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega : Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0:314: 1 W1 2x96 106.002 k-ft 337.600 k-ft +D+L+H Span# 1 0.292 in Ratio = 0.000 in Ratio= 0.704 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination lvlax Stress Ral1os Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination 1,234 0 511 0 Location of maximum on span Span # where maximum occurs >=360 <360 Span: 1 : L Only >=240. Span: 1 : +D+L +H <240.0 Summary ol lvlomenl 'values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm +D+H Dsgn. L = 30.00 ft 0.184 0.060 61.71 61.71 560.37 335.55 1.15 1.00 +D+L+H Dsgn. L = 30.00 ft 0.314 0.104 +D+Lr+H 106.00 106.00 563.79 337.60 1.15 1.00 Dsgn. L = 30.00 ft 0.184 0.060 61 .71 61.71 560.37 335.55 1.15 1.00 +D+S+H Dsgn. L = 30.00 ft 0.184 0.060 61.71 61.71 560.37 335.55 1.15 1.00 +D+0. 750Lr+0. ?SOL +H Dsgn. L = 30.00 ft 0.281 0.093 +D+0. 750L +0. 750S+H 94.91 94.91 563.30 337.31 1.15 1.00 Dsgn. L = 30.00 ft 0.281 0.093 +D+0.60W+H 94.91 94.91 563.30 337.31 1.15 1.00 Dsgn. L = 30.00 ft 0.184 0.060 61.71 61 .71 560.37 335.55 1.15 1.00 Design OK 0.104 : 1 W12x96 14.529 k 139.70 k +D+L+H 30.000 ft Span# 1 Summary ol Sfiear v'alues Va Max VnxVnx/Omega 8.42 209.55 139.70 14.53 209.55 139.70 8.42 209.55 139.70 8.42 209.55 139.70 13.00 209.55 139.70 13.00 209.55 139.70 8.42 209.55 139.70 DAVID THOMAS ENGINEERING , Structural Engineering Services Phone: (858) 201-3072 D E Email: david@dtengsd.com ~ --=-.i Website: www.dtengsd.com Steel Beam Project Title: Engineer: Project ID: Project Descr: Reger/Maerowitz Residence David Thomas, SE 21124 Project File: Reger-Maerowitz Residence.ec6 UC#: KW-06015405, Build:2022.8.17 DESCRIPTION: FB-3 Steel DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination l'vlax stress Ra!1os Summary of l'vlomenl 17alues Summary of Sfiear 17alues Segment Length Span # M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+0. 750Lr+0. ?SOL +0.450W+H Dsgn. L = 30.00 ft 1 0.281 0.093 94.91 94.91 563.30 337.31 1.15 1.00 13.00 209.55 139.70 +D+0.750L +0. 750S+0.450W+H Dsgn. L = 30.00 ft 1 0.281 0.093 94.91 94.91 563.30 337.31 1.151.00 13.00 209.55 139.70 +0.60D+0.60W+0.60H Dsgn. L = 30.00 ft 0.110 0.036 37.03 37.03 560.37 335.55 1.15 1.00 5.05 209.55 139.70 +D+0.70E+0.60H Dsgn. L = 30.00 ft 1 0.184 0.060 61.71 61.71 560.37 335.55 1.15 1.00 8.42 209.55 139.70 +D+0.750L +0. 750S+0.5250E+H Dsgn. L = 30.00 ft 1 0.281 0.093 94.91 94.91 563.30 337.31 1.15 1.00 13.00 209.55 139.70 +0.60D+0. 70E+H Dsgn. L = 30.00 ft 1 0.110 0.036 37.03 37.03 560.37 335.55 1.151.00 5.05 209.55 139.70 Overall Maximum Deflections Load Combination Span Max.·-• Def! Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H Vertical Reactions Load Combination Overall MAX1mum Overall MINimum Support 1 +D+H +D+L+H +D+Lr+H +D+S+H +D+0. 750Lr+0. 750L +H +D+0.750L +0. 750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.60D+0.70E+H D Only LOnly H Only 12.576 4.550 7.584 12.576 7.584 7.584 11.328 11.328 7.584 11.328 11.328 4.550 7.584 11.328 4.550 7.584 4.992 0.7043 15.257 Support 2 14.529 5.053 8.421 14.529 8.421 8.421 13.002 13.002 8.421 13.002 13.002 5.053 8.421 13.002 5.053 8.421 6.108 Support notation : Far left is#· 0.0000 0.000 Values in KIPS