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Home My WebLink About2150 TWAIN AVE; ; CBR2022-0773; PermitBuilding Permit Finaled Residential Permit Print Date: 05/22/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2150 TWAIN AVE, CARLSBAD, CA 92008-4617 BLDG-Residential 2081802200 $50,932.79 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: C cityof Carlsbad CBR2022-0773 Closed -Finaled Applied: 03/08/2022 Issued: 07/07/2022 Finaled Close Out: 05/22/2024 Final Inspection: 05/22/2024 INSPECTOR: Kersch, Tim Alvarado, Tony Description: 2150 TWAIN; SECOND STORY ADDITION (13 SF), NEW BALCONY (343 SF) AND (900 SF) REMODEL Applicant: Property Owner: Contractor: LOGAN ANDERSON CO-OWNERS HOROWITZ SARAH NATASHA AN BATES BUILDING COMPANY 1106 2ND ST, # 561 ENCINITAS, CA 92024-5096 (619) 807-0640 POULI DIS MARIA 2605 OCEANSIDE BLVD, # STE B 2150 TWAIN AVE OCEANSIDE, CA 92054-4585 CARLSBAD, CA 92008-4617 (760) 216-2710 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LOE} BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL -OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP} Total Fees: $4,773.22 Total Payments To Date: $4,773.22 Balance Due: AMOUNT $755.30 $937.30 $194.00 $98.00 $825.00 $175.00 $617.00 $3.00 $1,162.00 $6.62 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action t o 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 w hich the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING ftERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING HIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LIO:NSED CONTRACTOR DECLARATION: /herebyaffirmunderpena/tyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivilion3 of the Business and Prof ess/ons Code, and my license Is inf u/1 force and effect. I also affirm under penalty of perjury one of the f°Jowing declarations (CHOOSE ONE): ~ have and wiU maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Liobor Code, for the pl'rformance of the 2~:::~h:l~=:~::~:::ensation, as requ~ed by Secfon 3700 of the Liobor Code, fur the perlo<mance of~ work~ whKh um~~~ My workers' com ensatlon Insurance car l~and Icy number are: lnsuranceCompany Name: C-t-&c Sf'/" 11?_5,S II/ [111111 h lk Polley No. --l.~~..i.....i..:.-L.z_;:...ll...:.l~~-------------Explratlon Date:_.._/-=-Z,,._/....:g_a.../'--lj"-'_7'-'~,<...,:..Z_..Z~-------• -OR- 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 11«.ome subjecl lo the work~ compens.ition Laws of California. WARNING: Faffun, tu secun, workers com.,..nsation COVflall! Is unlawful and shall~J<,d anen,plcryw tu criminal penaltlet and dvll llnes up to $100,000.00, In addition the to the cost of compensation, dama1es as pl'Olllded for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that thl.'re Is a constructloo lending agency for the performance of the work this permit Is Issued (Sec. 3097 (1) Ovll Code) lender's Name: ______________________ Lender's Addreu: _____________________ _ CONTRACTOR CERT/FICA TION: The applicant certifieo that aW docu~I> and plans dearly and accurately show oil existing end proposed buildings, structu,es, access rood., end utllltlt'!</uuilty ea-nts. Ail propoled moCllllcarlon< ond/o, additions are dNrly labeled on the Site plan Any potMtlllly erlstln1 dfltoll Within m...e plan• 1ncon,1m,n1 with Ill<! Ill~ plan lfe not appr'OYed f0< conmuctlon end mey be required to be altered or remOYed. The city's approval of the application Is based on the prembe that the submitted documents and pi.on., show the ax-rect dimensions of; the prop«ty, bulldlnp, strucrures and their setbooo from property Unes and from ~ another; acooss roads/_....lS, and utlii-. The eJIISdnc aid propoMd use of epch buildfng., st•ted fs true-end correct; •II eesements ond othcrencumbrences ro dc:wiopmenr hove-b-een occurot'Cfy shown efKf l•betcd H weft es eN on-,#tc-aredingkfc. prcpe,wtton. All lmprowmenll exkdns on the property were completed In accordance with all regulations In a,cistence at the time of their construction, unless otherwls• noted. NAME(PRINT): K-ev,rl Wt1!,2i SIGNATURE: ct~~ DATE: 7./J/22 Note: If the person signing above Is an authorized agent for the contractor rovlde a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compenHtloo, wnr do the work and the structure Is not Intended 0( offerfll for Hie (Sec. 7044, Business and Professions Code: The Contractor's License Law dol'S not apply to an owner of property who builds or lmprov~ thereon, and who~ such work himself or through his own employees, provided that such imprOVl'ments are not intended or offer~ for sail'. tf, howell1!r, thl' buHdlng or Improvement is <Old within one yedr of wmplellon, the owner-builder will have the burden of proving that he did nol build or improve for the purpose or •~le). -OR- DI, as owner of the property, am exclusively contracting with lkensed contractors to construct the project (Sec, 70,<M, Bus inns 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 l.lw). -OR- DI am exempt under Business and Profess10ns Code Divisroo 3, Chapter 9, Artrcle 3 for this rHson: AND, 0 FORM B 61 "Owner Builder Acknowled&ement and Verification form• is requ11ed fm any pe1 mit issued to a property owner By my signature below I acknowledge th•t, except for my personal residence in which I must have resided for at least one year prior to compll"tron oft~ improvements covered by tht> permil, I cannol it"gally sell a strutture that I have bu1il as an owner-builder of it has not been constructed In its entirely by hcensed contractors./ understand toot a copy of the appllcablelaw, Section 7044of the &is/ness and Prof essionsCode, fsavaflable upon request when this application Is submitted orat the following Website; http:/ /www.legtnfo.ca.gov/calaw.html. OWNER CERT/FICA TION· The app{ic<ont certifies !hat ~u docu~ts and plans dearly and accu,ately show all e>Cistlng 1nd proposed buildings, JtnJctures, ea:ess roods, and utllitles/utllitv easements. All pro~ modofbtlons and/a, addittons ,,. clHriy labeled on ttw site plan. flrly -tlllliy e,cJstlna.i.t&ff wtlhin these pt.ns lncansist-wlCh dw srllO pla,n.,. -~ f0< construction and may be required to be altered or removed. The city's appro.al of the application Is based on the premise wt the submitted documents and plan• show the torrect dimemions of: th• property, buildings, structures and their setbacks from property Rnes and from one another; access roads/uwments, and util/tie5. The eid$tlng and propooed .,.. ct each bulldin11s '.)lated I~ true and correct, all ea.sernents •nd other e-ncumtH~ to devek>Pfflffll hll...e been accuu1te-ly 5hown ind labeled &s. weN a$ •II Otl-'54te piMlnafslte prec,ar.UOO. All Improvements ••IUlng on the property were completed In 1ccordence with •II resul•tions In OKktence 11 the time of their construction, unleso otherwls.e noted. Note: If the above Is an authorized Ph: 760-602-2719 Fa~: 760-602-8558 2 Emd: B11ildio•@sul•b;,dc1,19v REV. 10/Z Building Permit Inspection History Finaled {cityof Carlsbad Permit Type: Work Class: Status: Scheduled Date 09/14/2022 PERMIT INSPECTION HISTORY for (CBR2022-0773) BLDG-Residential Addition Closed -Finaled Actual Inspection Type Start Date 09/14/2022 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Application Date: 03/08/2022 Issue Date: 07/07/2022 Expiration Date: 11/06/2023 IVR Number: 39201 Inspection No. Inspection Status 191564-2022 Failed COMMENTS Owner: CO-OWNERS HOROWITZ SARAH NAT ASHA AND POULIDIS MARIA Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Primary Inspector Reinspection Inspection Tony Alvarado Reinspection Incomplete Passed BLDG-Building Deficiency 1. Foundation steel reinforcement for second level addition, second level wood walking deck/balcony along with prefab spa-at second level, with patio below-failed steel reinforcement/foundation isolated spread pad footings. No 2. Failed -no geotechnical/soils engineer certification letter for footing and slab bottoms, certifying competent soil compaction, say for intended use. 3. Failed-No updated, city approved stamped/signed, revised engineered plans, indicating revised scope of work per as-built site conditions. 4. Failed -no third-party, special inspector reports, for epoxied, steel reinforcement rebar dowels into existing. 5. Informed contractor superintendent representative, i required documentation prior to Setting up future foundation inspection. Wednesday, May 22, 2024 Page 1 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Work Class: Addition Issue Date: 07/07/2022 Status: Closed -Finaled Expiration Date: 11/06/2023 IVR Number: 39201 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 10/05/2022 10/05/2022 Wednesday, May 22, 2024 Checklist Item BLDG-Building Deficiency COMMENTS 1. Foundation steel reinforcement for second level addition, second level wood walking deck/balcony along with prefab spa-at second level, with patio below-failed steel reinforcemenUfoundation isolated spread pad footings. 2. Failed -no geotechnical/soils engineer certification letter for footing and slab bottoms, certifying competent soil compaction, say for intended use. 3. Failed-No updated, city approved stamped/signed, revised engineered plans, indicating revised scope of work per as-built site conditions. 4. Failed -no third-party, special inspector reports, for epoxied, steel reinforcement rebar dowels into existing. 5. Informed contractor superintendent representative, i required documentation prior to Setting up future foundation inspection. BLDG-12 Steel/Bond Beam 191565-2022 Failed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS 1. Foundation steel reinforcement for second level addition, second level wood walking deck/balcony along with prefab spa-at second level, with patio below-failed steel reinforcemenUfoundation isolated spread pad footings. 2. Failed -no geotechnical/soils engineer certification letter for footing and slab bottoms, certifying competent soil compaction, say for intended use. 3. Failed-No updated, city approved stamped/signed, revised engineered plans, indicating revised scope of work per as-built site conditions. 4. Failed -no third-party, special inspector reports, for epoxied, steel reinforcement rebar dowels into existing. 5. Informed contractor superintendent representative, i required documentation prior to Setting up future foundation inspection. Passed No Reinspection Incomplete Passed No Page 2 of 15 Permit Type: Work Class: Status: Scheduled Date 12/08/2022 02/13/2023 PERMIT INSPECTION HISTORY for (CBR2022-0773) BLDG-Residential Addition Closed -Finaled Actual Inspection Type Start Date BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Application Date: 03/08/2022 Issue Date: 07/07/2022 Expiration Date: 11/06/2023 IVR Number: 39201 Inspection No. Inspection Status 193357-2022 Partial Pass COMMEN:r5 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Primary Inspector Reinspection Inspection Tony Alvarado Reinspection Incomplete Passed BLDG-Building Deficiency Informed contractor representative Travis. Pending: Yes 12/08/2022 BLDG-11 Foundatlon/Ftg/Piers (Rebar) Checklist Item 1. One steel reinforcement rebar missing at one footing location (only). 2. Final compaction soils Geotech certification letter required, due to footing bottom re-excavation footing work required. 3. Geotechnical soils final cert. letter required to be verified prior to pouring concrete 4. The rest of footing/foundation steel reinforcement; type, size, and placement, scope of work per engineered plans and detail specifications-ck .. 198283-2022 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency December 8, 2022: 02/13/2023 BLDG-13 Shear Panels/HD (ok to wrap) Checklist Item 1. Dry pack material on structural plans sheet S3.0 detail number #13-OK. 2. 2nd. Phase-Footing steel rebar reinforcement on sheet SD-3, detail number #15-OK. 203207-2023 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency February 13, 2023: BLDG-14 Frame/Steel/Bolting/We lding (Decks) 1. Rough frame combination inspection - failed, not ready. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood sheer wall, per structural engineer plans and details-OK. 203054-2023 Partial Pass Tony Alvarado Reinspection Incomplete Passed Yes Reinspectlon Incomplete Passed Yes Relnspection Incomplete Wednesday, May 22, 2024 Page 3 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773} Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY Status: Scheduled Date 02/14/2023 Closed -Finaled Expiration Date: 11/06/2023 IVR Number: 39201 RANCH CORE Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Relnspection Inspection 02/14/2023 Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Status COMMENTS February 13, 2023: 1. Rough frame combination inspection - failed, not ready. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood sheer wall, per structural engineer plans and details-OK. TEXT 760-390-1854 Travis BLDG-24 Rough/Topout 203080-2023 Failed Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS February 13, 2023: underground plumbing lines not ready. Underground plumbing lines inside dwelling not under water leak pressure test-failed. TEXT 760-390-1854 Travis BLDG-SW-Inspection Checklist Item 203195-2023 COMMENTS Passed Tony Alvarado 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? Have sediments been tracked on to the street? Are stockpiles and spoils protected from runoff? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? Passed Yes Created Date 02/10/2023 Reinspection Incomplete Passed No Created Date 02/10/2023 Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Wednesday, May 22, 2024 Page 4 of 15 Permit Type: Work Class: Status: Scheduled Date 03/13/2023 PERMIT INSPECTION HISTORY for (CBR2022-0773} BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Actual Start Date Inspection Type Inspection No. Inspection Primary Inspector Status BLDG-21 203359-2023 Passed Tony Alvarado Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency February 14, 2023: underground plumbing waste lines, under water pressure leak test, scope of work -approved. BLDG-SW-Inspection Checklist Item Are areas flatter than 3: 1 covered or protected? 203357-2023 COMMENTS Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Partial Pass Tony Alvarado 03/13/2023 BLDG-11 205427-2023 Passed Tony Alvarado Foundatlon/Ftg/Piers (Rebar) Reinspection Inspection Complete Passed Yes Relnspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Wednesday, May 22, 2024 Page 5 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 03/08/2022 Issue Date: 07/07/2022 Expiration Date: 11/06/2023 IVR Number: 39201 Inspection No. COMMENTS Inspection Status Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency March 13, 2023: Yes Wednesday, May 22, 2024 BLDG-12 Steel/Bond Beam Checklist Item 1. Rough sub-frame nailing/screw-in at all balcony plywood decks inspection - approved. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood shearwall wall, per structural engineer plans and details-OK. 3. Missing seismic metal connectors at shearwall to top double plate connection - verified and approved. 4. Foundation continuous footing, isolated Pad footing foundation system steel reinforcement per engineered/structural plans-approved. 5. Soil bottoms for footings and slab pad locations, verified pad CERT letter. 205428-2023 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency March 13, 2023: BLDG-13 Shear Panels/HD (ok to wrap) 1. Rough sub-frame nailing/screw-in at all balcony plywood decks inspection - approved. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood shearwall wall, per structural engineer plans and details-OK. 3. Missing seismic metal connectors at shearwall to top double plate connection - verified and approved. 4. Foundation continuous footing, isolated Pad footing foundation system steel reinforcement per engineered/structural plans-approved. 5. Soil bottoms for footings and slab pad locations, verified pad CERT letter. 205318-2023 Passed Tony Alvarado Complete Passed Yes Complete Page 6 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY Status: Scheduled Date RANCH CORE Closed -Finaled Expiration Date: 11/06/2023 IVR Number: 39201 Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio Status COMMENTS March 13, 2023: 1. Rough sub-frame nailing/screw-in at all balcony plywood decks inspection - approved. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood shearwall wall, per structural engineer plans and details-OK. 3. Missing seismic metal connectors at shearwall to top double plate connection - verified and approved. 4. Foundation continuous footing, isolated Pad footing foundation system steel reinforcement per engineered/structural plans-approved. 5. Soil bottoms for footings and slab pad locations, verified pad CERT letter. TEXT 760-277-1255 Hayley BLDG-14 Frame/Steel/Bolting/We lding (Decks) 205430-2023 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS March 13, 2023: 1. Rough sub-frame nailing/screw-in at all balcony plywood decks inspection - approved. 2. (1) qty. (only), Exterior shear wall, located at rear yard side of property, to hold downs verified, OK to cover with plywood shearwall wall, per structural engineer plans and details-OK. 3. Missing seismic metal connectors at shearwall to top double plate connection - verified and approved. 4. Foundation continuous footing, isolated Pad footing foundation system steel reinforcement per engineered/structural plans-approved. 5. Soil bottoms for footings and slab pad locations, verified pad CERT letter. TEXT 760-390-1854 Travis BLDG-SW-Inspection 205435-2023 Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Created Date 03/10/2023 Reinspection Incomplete Passed Yes Created Date 02/10/2023 Reinspectlon Incomplete Wednesday, May 22, 2024 Page 7 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Relnspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 04/07/2023 04/07/2023 BLDG-84 Rough 207349-2023 Failed Tony Alvarado Relnspectlon Incomplete Combo(14,24,34,44) Wednesday, May 22, 2024 Page 8 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 IVR Number: 39201 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Date Start Date 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 Status COMMENTS April 7, 2023: 1. Rough frame combination inspection, per plan -partial pass. 2. PENDING: Fire prevention specialist required to inspect altered/modified existing fire sprinkler heads throughout (typical). TEXT 760-277-1255 Hayley 04/10/2023 04/10/2023 BLDG-84 Rough 207516-2023 Passed Tony Alvarado Wednesday, May 22, 2024 Combo(14,24,34,44) 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 Angie Teanio COMMENTS April 10, 2023: 1. Rough frame combination inspection, per plan -pass. 2. Fire prevention specialist required to inspect altered/modified existing fire sprinkler heads throughout -Approved per Felix with fire prevention inspection department. TEXT 760-277-1255 Hayley 760-277-1255 Hayley BLDG-SW-Inspection 207732-2023 Partial Pass Tony Alvarado Reinspectlon Inspection Passed No No No No Created Date 04/06/2023 Passed Yes Yes Yes Yes Created Date 04/06/2023 04/07/2023 Complete Relnspectlon Incomplete Page 9 of 15 Permit Type: Work Class: Status: Scheduled Date 04/25/2023 PERMIT INSPECTION HISTORY for (CBR2022-0773) BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULI DIS MARIA Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 04/25/2023 Checklist Item 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? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS BLDG-17 Interior 208957-2023 Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By TEXT Status Passed Angie Teanio 760-277-1255 Hayley BLDG-SW-Inspection 209147-2023 Partial Pass Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tony Alvarado Complete Passed Yes Created Date 04/24/2023 Tony Alvarado Relnspectlon Incomplete Wednesday, May 22, 2024 Page 10 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Relnspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 05/08/2023 05/08/2023 BLDG-17 Interior 210295-2023 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, May 22, 2024 Page 11 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date NOTES Created By Angie Teanio Status TEXT 760-277-1255 Hayley 04/03/2024 04/03/2024 BLDG-Final Inspection 244021-2024 Failed Tony Alvarado Wednesday, May 22, 2024 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection COMMENTS Canceled not ready. B -59 recycle waste management form not filled out. Could not conduct final inspection until B -59 form is completed. Informed Contractor admin staff representative and field project manager. Contractor representative. Will reschedule when ready. 244181-2024 Partial Pass Tony Alvarado Created Date 05/05/2023 Reinspection Incomplete Passed No No No No Relnspection Incomplete Page 12of15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Do basins appear to be Yes maintained as required? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 04/24/2024 04/24/2024 BLDG-Final Inspection 246196-2024 Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, May 22, 2024 Page 13 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE IVR Number: 39201 CARLSBAD, CA 92008-4617 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Relnspection Inspection 05/22/2024 05/22/2024 Wednesday, May 22, 2024 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS B -59 recycle waste management form-verified and approved and filled. Partial pass -electrical smoke detector missing in downstairs new bedroom. Contractor, representative Travis will provide new interconnected. Smoke and Fire alarm detector photo. BLDG-SW-Inspection 246407-2024 Partial Pass Tony Alvarado Checklist Item COMMENTS 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? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? BLDG-Final Inspection 249387-2024 Passed Tony Alvarado Checklist Item COMMENTS BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Final.Approved-electrical smoke detector installed and completed in downstairs new bedroom. Smoke-Fire alarm detector verified-ok. BLDG-SW-Inspection 249388-2024 Passed Tony Alvarado Passed Yes Yes Yes Yes Relnspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Incomplete Complete Complete Page 14 of 15 PERMIT INSPECTION HISTORY for (CBR2022-0773) Permit Type: BLDG-Residential Application Date: 03/08/2022 Owner: CO-OWNERS HOROWITZ SARAH NATASHA AND POULIDIS MARIA Work Class: Addition Issue Date: 07/07/2022 Subdivision: CARLSBAD TCT#97-16A KELLY RANCH CORE Status: Closed -Finaled Expiration Date: 11/06/2023 Address: 2150 TWAIN AVE CARLSBAD, CA 92008-4617 IVR Number: 39201 Scheduled Date Actual Inspection Type Start Date Inspection No. Wednesday, May 22, 2024 Checklist Item 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? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? COMMENTS Inspection Primary Inspector Status Reinspectlon Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 15 of 15 DATE: 6/16/2022 JURISDICTION : CITY OF CARLSBAD • 1W IN TE RWEST A ~FEbu111 COMPANY 0 APPLICANT 0 JURIS. PLAN CHECK#.: CB-CBR2022-0773.rcl.approve _____ SET: II PROJECT ADDRESS: 2150 TWAIN AVE. PROJECT NAME: HOROWITZ RESIDENCE REMODEL & ADDITION ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: ~ lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone 0 REMARKS: By: David Yao lnterwest Fax In Person Enclosures: 6/7/2022 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 t Horowitz Remodel 2150 Twain Avenue, Carlsbad, CA 92008 Structural Calculations -21344 Qualls Engineering Suuctural Engineering Services Marcela & Logan, Architects Inc. 1106 Second Street #561 Encinitas, CA 92024 Phone: 760230-6888 > 1--0 ON ON NO NN o- CX) t2 -r-<O CX) 0 N M t-- t-- 0 I N N 0 N 0:: en 0 Qualls Engineering Structural Engineering Services Project: Horowitz Remodel Engineer: _AL _________ _ Sheet: 1 / 38 Job#: 21344 Date: 5/26/22 , __________________________________________ _ • • . ~ .. Correction Responses -4 • Correction 12: Refer to architectural plans for manufacturer approved docwnents on the specifi ed glass guardrail, and the required connections and calculations. Sttuctural calc sheet 38 is in reference to details 1 /SD2 and 2/SD2. Correction 20: See revised structural plan sheet S3.0 showing a Simpson drag strap with new double joists near gridline 1 of the deck, and new double deck joists with drag strap into the main floor framing near gridline 2 and gridline 4, as well as revised details 11 /SD1, 12/SD1 and 14/SD1 clarifying drag straps from deck to floor framing @ 48" on center. The revised drag lines and drag connections, drag strap along gridline C provide full positive connection and resistance to the main 2-story structure and resolve all lateral /pull away forces. Note to the Engineering Reviewer: Please feel free to reach out to me directly if tl1ere are any items that may require further consideration. We find it is simpler and clearer to coordinate with you directly and hope to avoid another round of formal corrections. Thanks for your partnership in providing our client the most streamlined approach possible. Andrew Leija andrcw(i:L <.1uallscng.com 760-652-9257 X 302 Qualls Engineering Structural Engineering Services GOVERNING CODE: CONCRETE: REINFORCING STEEL: STRUCTURAL STEEL: SAWN LUMBER: ENGINEERED WOOD Project: Horowitz Remodel Engineer: _A_L _________ _ DESIGN BASIS 2019 CBC f c = 2,500 psi (Ml TMUM) i\STM r\615, F, = 60 ksi ASTM J\992, F) = 50 ksi ("W" SHAPES ONLY) Sheer: 1A ---- Job#: 21344 Date: ASTM A36, F, = 36 ksi (STRUCTURAL PLATES, f\ GLES, CHA NELS) ASTM AS00, GR C, Fi = 50 ksi (STRUCTURAL RECT & SQ 1-lSS TUBES) DOUGLAS FIR LARCH, J\LLOWABLE STRESS DESIGN PER 2019 CBC. BOlSE CASCADE OR EQUIVALENT BCI WOOD "I'JOISTS -lCC-ESR 1336 BCVERSr\LA 1 2.0E/LVL/LSL -lCC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximately 340 sguare foot second-floor balcony extension to an existing approximately 130 square foot second-floor balcony, an approximate 140 square foot addition of interior second floor space, including modifying various door/ window openings on rear wall of the existing second-floor, as well as modifying the lower run of stairs in the entry, an approximate 15 sguare foot first-floor addition, and an interior remodel consisting of modifying an interior bearing wall and various door/window openings on the rear first-floor walls in an existing two-story single family residence located at 21 50 Twain Avenue, Carlsbad, CA 92008. The existing residence is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, premanufactured I-joist floor framing, and typical post-tensioned slab o n grade with turned down footings. There has not been a soils report provided for this project. Therefore, the foundation design will be based on minimwn soils values per 2019 CBC chapter 18. Qualls Engineering Structural Engineering Services Design Loads: Pitched Roof: Dead Load ( DL) Roofing I /2" Plywood Truss Framing Insulation l /2" Gyp. Bd. Mech./Elec. Misc. Project: Engineer: 11).(1 psf 1.3 psf -1.(1 psf (l.:i psf 2.2 psf O.:i psf _____ 1._s psf I DL = 20.0 psf Live Load (LL) Horowitz Remodel AL Floor: Dead Load ( DL) Flooring 3/4" Plywood Framing lnsulation 5/8" Gyp. Bd. Mech./Elec. l'd:isc. 2 Sheet: 2 Job #: _2_1_34_4 ___ _ D ate: CJ.(I psf 2.(1 psf .lO psf O.:i psf 2.8 psf 1.2 psf ---1.-:i psf L DL = 20.(1 psf Live Load (LL) LL =r--___ 2_(_U..,I psf (Reducible) DL + LL =I -mo!psf LL = __ -1(_1 . ..,(I psf (Reducible) DL + LL =! W.O!psf Walls: Stud Walls Exterior Stud Walls lnterior Stud Walls Allowable Soils Bearing Pressure: l:i.O psf ·.o psf Deck: Dead Load ( DL) Dcx-0 -Tcx 3/4" Plywood Framing Stucco Misc. 2.'i psf 2.(1 psf 3.0 psf I().() psf ----:--2._:; psf I DL = 20.0 psf Live Load 0-L) LL = 60.0 psf (Reducible) DL + LL =,-l --8(""'1.(-,l!psf ASBP = 1,500 psf@ 18 inches below lowest adjacent finished grade Seismic: Site Class: D Ss= (1.98' S1 = 0.3W Occupancy Category II F, = 1.201 F,. = - Response lmportancc Mod. Factor Factor, le R 1.00 6 . .5 Wind Load: (Simplified Envelope Procedure) Basic WiJ1d 9.5 Exposure: C MWFRS P = 0.6*)..*K,,/Ps3o (LRFD): P = (ASD): p =I mph l".O psf 1(1.2,psf Components & Cladding P = 0.6*)..*K,.*PnccJ(I (LRFD): P = (ASD): p =I 20.9 psf 12.sjpsf )..= K = 7,( Ps30= p n«Jo= SMs = 1.I8:'i S~II = - Redundancy pCs Factor Sos/(R/I) p (LRl:D ) ( . \SD ) I .. , 0.158 O.'Jl3 1.29 1.0 13.2 1(>.2 0.790 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas. CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 3 Pnnted 17 FEB 2022 12 15PM 1 : orowitz Remodel.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RH-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Propert_ie_s ______ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing : Boise Cascade : Versa Lam 3100 : Completely Unbraced Fb + Fb - Fe -Prll Fe -Perp Fv Ft D(0.07) Lr(0.07 ) • 3.5x11 .875 Span = 13.50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0psi . . E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41. 760pcf Applied Loads Service loads entered. Load Factors will be applied for calculations -------------Beam self weight calculated and added to loads Uniform Load : D = 0.020. Lr = 0.020 ksf, Tributary Width = 3.50 11. (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.152 1 3.5x11.875 504.92osi 3,314.52osi +D+Lr+H 6.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.054 in Ratio= 0.000 in Ratio= 0.117 in Ratio = 0.000 in Ratio= Max ... _ .. Den Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3011 >=240 0 <240 1386 >=180 0 <180 Load Combination Design OK 0.089 : 1 3.5x11.875 31.62 psi 356.25 psi +D+Lr+H 0.000 ft Span # 1 Max. "+" Defl Location in Span Load Combination +D+Lr+H Span 1 -------- Vertical Reactions Lo ad Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H DOnly Lr Only L Only 0.1169 6799 0.0000 0.000 Suppon notation: Far left is #1 Values in KIPS ----------------------------------Suppon 1 Support 2 ---------~1.=02=5--1 026 0.473 0.473 0.554 0.554 1.026 1.026 0.908 0.908 0.554 0.554 0.554 0.554 0.473 0.473 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1,1 DESCRIPTION: RH-2 CODE REFERENCES ----- Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 4 Project Descr: Printed 17 FEB 2022 12 19PM .ec6 Software copyri ht ENERCALC, INC. 1983-2020, Build:12.20.8.24 .. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced Fb + Fb - Fe -Prll Fe -Perp Fv Ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0psi 2,100.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 0(1.278) Lr(1 .278) 0(0.4) Lr{0.4) 3.5x7.25 Span = 6.50 ft 0(0 05) Lr(0.05) . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020 ksf. Extent = 0.0 --» 5.50 ft. Tributary Width = 20.0 ft, (ROOF) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 5.50 --» 6.50 ft, Tributary Width = 2.50 ft, (ROOF) Point Load : D = 1.278, Lr= 1.278 k @ 5.50 ft. (GT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 0.55~ 1 3.5x7.25 2.128.34osi 3,804.83psi Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Den +D+Lr+H 3.677ft Span# 1 0.095 in Ratio= 0.000 in Ratio= 0.191 in Ratio = 0.000 in Ratio = Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 822 >=240 0 <240 408>=180 0 <180 Load Combination Design OK 0.676 : 1 3.5x7.25 241.00 psi 356.25 psi +D+Lr+H 5.907 ft Span# 1 Max. "+" Defl Location in Span +D+Lr+H 1 01909 3.369 ------------0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.963 4.141 Overall MINimum 1.470 2.058 +D+L+H 1.494 2.082 +D+Lr+H 2.963 4.141 +0+0750Lr+0.7S0L+H 2.596 3.626 +D+0.750L +0.750S+H 1.494 2.082 DOnly 1.494 2.082 Qualls Engineering Project Title: Horowitz Remodel Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project 10: 21344 Project Descr: 5 Printed 17 FEB 2022 12.22PM Wood Beam ile: Horowitz emodel.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RH-3 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 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb- Fc -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0psi 170.0 psi 675.0 psi 0(1.278) Lr(1.278J . - E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf • D(0.05).Lr(0.05) • -. 0/04\ Lr/0 4\ • • . 6x10 Span = 6.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 --» 4.0 ft, Tributary Width = 20.0 ft, (ROOF) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 4.0 --» 6.50 ft, Tributary Width = 2.50 ft, (ROOF) Point Load : D = 1.278, Lr= 1.278 k @ 4.0 ft, (GT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # wllere maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+Lr+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+O. 750Lr+0.750L +H +D+0.750L +0.750S+H DOnly 0 .575'. 1 6x10 963.45psi 1.676.32psi +D+Lr+H 3.985ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Defl 0.0752 0.037 in Ratio= 0.000 in Ratio= 0.075 in Ratio = 0.000 in Ratio= Location in Span 3.297 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2095 >=240 0 <240 1037>=180 0 <180 Load Combination Support notation : Far left is #1 Support 1 Support 2 3.283 2.796 1.623 1.380 1.660 1.417 3.283 2.796 2.878 2.451 1.660 1.417 1.660 1.417 Design OK 0.366 : 1 6x10 77.77 psi 212.50 psi +D+Lr+H 5.717ft Span# 1 Max. "+ • Defl Location in Span 0.0000 0.000 Values in KIPS ~ Boise Cascade' ~ ~ ENGINEEREOWOOO~TS = Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALC® Member Report Build 8104 Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed Job name: Horowitz Remodel File name: Address: Description: FJ-1 City, State, Zip: Carlsbad, CA, 92008 Specifier: Customer: Designer: AL Code reports: ESR-1336 Company: QE . . • 1 • B1 11-09-00 Total Horizontal Product Length= 11-09-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind 81 , 3-1 /2" 313 / 0 1 5 7 / 0 82, 3-1 /2" 313 / 0 157 / 0 Load Summary Tag Descrietion Load Tlee Ref. Start End 1 Floor Load Unf. Area (lb/ft2) L 00-00-00 11-09-00 Controls Summary Value %Allowable Duration Pas. Moment 1275 ft-lbs 31.4% 100% End Reaction 470Ibs 33.0% 100% End Shear 447 lbs 26.7% 100% Total Load Deflection L/999 (0.093") n\a n\a Live Load Deflection L/999 (0.062") n\a n\a Max Defl. 0.093" n\a n\a NBCC Vibration 11 '-2" 63.4% n\a Span/ Depth 11.4 %Allow %Allow Bearing Sueeorts Dim. !LxW) Value Sueeort Member 81 Wall/Plate 3-1 /2" X 2-5/16" 470Ibs n\a 33.0% 82 Wall/Plate 3-1 /2" X 2-5/16" 470Ibs n\a 33.0% BC FloorValue® and NBCC Vibration Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 05-10-08 Bracing: None Subfloor Rating: Premium Strapping: None Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Live Dead Loe. 100% 90% Top 40 20 Case Location 05-10-08 00-00-00 00-03-08 05-10-08 2 05-10-08 1 05-10-08 00-00-00 Material Unspecified Unspecified Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 1 of 1 February 17, 2022 18:50:52 B2 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, ~ Boise Cascade' ~ ~ E"-Gt'-EEqEOWOCO?troOJCH· Double 11-7/8" BCI® 5000-1. 7 DF FJ-2 (Joist) BC CALC® Member Report Build 8104 Dry I 1 span I No cant. I 16 OCS I Repetitive I Glued & nailed Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Andrew Leija Code reports: ESR-1336 Company: 15-06-00 B1 Total Horizontal Product Length= 15-06-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind B1,3-1/2" 413 /0 207 /0 2206 I 0 B2, 3-1/2" 413 / 0 207 / 0 294 I 0 Load Summary Live Dead Tag Descrietion Load T;r:ee Ref. Start End Loe. 100% 90% 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 15-06-00 Top 40 20 2 HD STRAP Cone. Pt. (lbs) L 02-00-00 02-00-00 Top Controls Summary Value % Allowable Duration Case Location Pos. Moment 4221 ft-lbs 41 .9% 160% 3 02-00-00 End Reaction 24121bs 52.9% 160% 3 00-00-00 End Shear 24041bs 46.2% 160% 3 00-03-08 Total Load Deflection L/739 (0.244") 32.5% n\a 4 07-01-14 Live Load Deflection L/960 (0.188") 50.0% n\a 10 06-11-09 Max Deft. 0.244" 24.4% n\a 4 07-01-14 NBCC Vibration 14'-11" 76.2% n\a 00-00-00 Span/ Depth 15.2 %Allow %Allow Bearing Sueeorts Dim. (LxW) Value Sueeort Member Material B1 Wall/Plate 3-1/2"x4" 2412 1bs n\a 52.9% Unspecified B2 Wall/Plate 3-1/2"x4" 6201bs n\a 21 .8% Unspecified BC FloorValue® and NBCC Vibration Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 07-09-00 Bracing: None Subfloor Rating: Premium Strapping: None Cautions Web stiffeners are always required under concentrated loads that exceed 1000 lbs. Install the web stiffeners snug to the top flange. Follow the nailing schedule for intermediate bearings. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 1 of 1 February 17, 2022 15:58:35 Roof Live Snow Wind 115% 160% 2500 Disclosure • I ~--___j B2 Roof ocs Live 125% 16 n\a Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 8 Project Descr: Wood Beam ,., Printed· 17 FEB 2022 12 47PM File: orowitz Remodel.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties -~------- An a I y sis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc • Prll Wood Species : Boise Cascade Fe · Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(~ 07)0Lr(O ~7) , D(O 56) I rln 471 1 t I ' D/0 151 ' D(O 07 / l(0.21) • D(O 155~ l(O 31) 5.25x18 Span = 16.50 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi ' ' ' •. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760pcf nin <.1-1 Lr(O 47) . ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf. Tributary Width = 7.750 ft. (FLOOR) Uniform Load : D = 0.020, L = 0.060 ksf. Tributary Width = 3.50 ft, (DECK) Point Load: D = 0.560, Lr = 0.470 k@ 2.750 ft, (RH-1) Point Load : D = 0 560, Lr = 0.470 k @ 15.50 ft, (RH-1) Uniform Load : D = 0.150 k/ft, Extent = 2.750 ··» 15.50 ft. Tributary Width = 1.0 ft. (WALL/DOOR) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 ··» 2.750 ft, Tributary Width = 3.50 ft, (UPPER ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span 0.461: 1 5.25x18 1,365.20psi 2,963.44 psi Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Den +D+L+H 8.190ft Span # 1 0.171 in Ratio = 0.000 in Ratio= 0.313 in Ratio = 0. 000 in Ratio = Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1158 >=360 0 <360 632 >=240 0 <240 Load Combination Design OK 0.372 : 1 5.25x18 106.14 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Max."+" Deft Location in Span +D+L+H 1 0.3129 8.250 -------------0-=--.o=-cooo 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.904 8.065 Overall MINimum 4.290 4.290 +D+L+H 7,904 8.065 +D+Lr+H 4.211 4.311 +D+O. 750Lr+0.750L +H 7.279 7395 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas. CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 9 Printed 17 FEB 2022 12 57PM Wood Beam 1 e: orowitz Remode .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: FB-2 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 - Fe -Prll Wood Species : Boise Cascade Fe· Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2, 1 oo.o psi .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf 0(0 08) Lr(0 08) 0(1 5j br(1 47) Ei( 1 ~) 5.25x11.875 Span = 12.50 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load: D = 0.020. L = 0.040 ksf. Tributary Width= 6.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width= 1.0 ft. (DECK) Uniform Load : D = O.D150 ksf. Tributary Width = 9.0 ft, (WALL) Point Load : E = 2.504 k @ 6.50 ft. (HD) Point Load : D = 2.090, Lr = 2.060 k @ 6 50 ft, (RH-2) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent = 6.50 --» 12.50 ft, Tributary Width = 4.0 ft, (roo0 Point Load : D = 1.50, Lr = 1.4 70, E = -1.50 k @ 0.50 ft, (RH-2 & HD STRAP ABV) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O+0. 750Lr+0.750L +H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H 0.629: 1 5.25x11 .875 1,950.16psi 3,100.00psi +D+L+H 6.478ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Oen 0.4243 0.124 in Ratio= -0. 112 in Ratio = 0.424 in Ratio = 0.000 in Ratio = Location in Span 6.296 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1205 >=360 1340 >=360 353 >=240 0 <240 Load Combination Support notation : Far left is #1 Support 1 Support 2 7.917 6.105 0.238 -1.242 6.546 5.500 6.999 4.932 Design OK 0.406 : 1 5.25x11.875 115.77 psi 285.00 psi +D+L+H 11.542 ft Span# 1 Max."+" Deft Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ,., DESCRIPTION: FB-2 Vertical Reactions Load Combination +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.70E+0.60H +D-0. 70E +0.60H +D+0. 750L +0. 7 50S+0.5250E +H +D+0. 7 SOL +0. 7 50S-0.5250E +H +0.60D+0.70E +H +0.60D-0.70E +H DOnly Lr Only L Only E Only E Only. -1.0 Support 1 7.917 6.031 4.317 4.651 5.906 6.156 2.524 2.857 4.484 2.515 2.063 -0.238 0.238 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Support notation: Far left is #1 Support 2 6.105 4.984 4.307 2.568 5.636 4.332 2.932 1.193 3.437 1.495 2.063 1.242 -1.242 Printed 17 FEB 2022 12 57PM ile: orownz Remode .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 .. Values in KIPS Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 9202 4 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 1 I Pnnled 17 FEB 2022 1 04PM ile: .ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: FB-3 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 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(4 484)IDt~)Ur(ll.003) E(-0.24) D(0.0266) L(0.0532) 7x11.875 Span= 14.0 ft 3,100.0 psi 3,100.0psi 3,000.0psi 750.0 psi 285.0psi 2,100.0 psi •. E • Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf " Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Point Load : D = 4.484, Lr = 2.515, L = 2.063, E = -0.240 k @ 1.0 ft, (FB-2) Point Load : D = 4.361, Lr = 4.361 k@ 1.0 ft, (GIRDER TRUSS) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.282 1 7x11 .875 1.094.29psi 3.875.00psi +0+0. 750Lr +0. 750L +H 1.022ft Span# 1 0.076 in -0.003 in 0.212 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 2197 >=360 Ratio = 62961 >=360 Ratio = 791 >=240 Ratio= 0 <240 Design OK 0.759 : 1 7x11 .875 270.29 psi 356.25 psi +0+0.750Lr+0. 750L+H 0.000ft Span # 1 Load Combination Span Max."." Defl Location in Span Load Combination Max."+" Dell Location in Span -+~D~+..,.o.=1=5o~L-r+~o.=15~o~L+~H~-----1=----c-o . ..,.2=12""3-----=s-c.1=82=-----------------o-=-.-:-:oo=-=o-=--o 0.000 Vertical Reactions Support notation : Far left is #1 Values in KI PS Load Combination Support 1 Support 2 Overall MAXimum 15.073 1.745 Overall MINimum 0.223 0.017 +D+L +H 10.856 1507 +D+Lr+H 14.953 1478 +D+0.750Lr+0.750L+H 15.073 1.745 +D+0.750L+0.750S+H 10.284 1.377 +D+0.70E+0.60H 8.412 0.975 +D-0.70E+0.60H 8.724 0.999 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam , .. DESCRIPTION: FB-3 Vertical Reactions Load Combination +D+0. 750L +0. 750S+0.5250E +H +D+0. 750L +0.750S-0.5250E +H +0.60D+0.70E +H +0.60D-0.70E +H D Only Lr Only L Only E Only E Only. -1.0 Support 1 10.167 10.401 4.985 5.297 8.568 6.385 2.288 -0.223 0.223 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 12 Project Descr: Printed 17 FEB 2022 1 04PM ile: .ec6 Software cop ight ENERCALC. INC. 1983-2020. Build:12.20.8.24 .. Support notation : Far left is #1 Values in KIPS Support 2 1.368-- 1.386 0.580 0.604 0.987 0.491 0.520 -0.017 0.017 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 9202 4 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 13 Printed 17 FEB 2022 1 07PM ile: .ec Wood Beam Software c ight ENERCALC. INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-4 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 Wood Species : OF/OF Wood Grade : 24F-V4 Fb + Fb • Fe· Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 10.75x12 Span= 16.750 ft 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend-xx Eminbend • xx Ebend-yy Eminbend • yy Density 1800ksi 950ksi 1600ksi 850ksi 31.21 pcf Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf. Tributary Width = 16.50 ft, (FLOOR) Uniform Load : D = 0.070 , Tributary Width = 1.0 ft, (INTERIOR WALL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L +0. 750S+H DOnly L Only 0.778 1 10.75x12 1,774.65psi 2,279.61 psi Maximum Shear Stress Ratio Section used for this span fv: Actual Max."-" Defl 0.6956 +D+L+H 8.375 ft Span# 1 0.422 in Ratio= 0.000 in Ratio= 0.696 in Ratio= 0.000 in Ratio= Location in Span 8.436 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4 76 >=360 0<360 288 >=240 0<240 Load Combination Support notation . Far left is #1 Support 1 Support 2 9.112 9.112 5.528 5.528 9.112 9.112 3.584 3.584 7.730 7.730 7.730 7.730 3.584 3.584 5.528 5.528 Design OK 0.353 : 1 10.75x12 93.58 psi 265.00 psi +D+L+H 15.772 ft Span# 1 Max."+" Dell Location in Span 0.0000 0.000 Values in KI PS Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1,1 DESCRIPTION: FB-5 CODE REFERENCES Engineer: AL Project ID: 21344 14 Project Descr: Printed 17 FEB 2022 1 ·09PM Software cop ------------------------------- Ca I cu I at ions 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- Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.07 D 0.225 L 0.45 3.5x11.875 Span = 10.250 ft 3, 1 oo.o psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0 020, L = 0.040 ksf, Tributary Width= 11.250 ft, (FLOOR) Uniform Load : D = 0.070, Tributary Width= 1.0 ft, (INT WALL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H DOnly L Only 0.467: 1 3.5x11.875 1.449.17osi 3,100.00osi +D+L+H 5.125ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max.·-· Den 0.1934 0.115 in Ratio= 0.000 in Ratio= 0.193 in Ratio = 0.000 in Ratio= Location in Span 5.162 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1070 >=360 0 <360 636 >=240 0 <240 Load Combination Support notation : Far left is #1 Support 1 Support 2 3880 3.880 2.306 2.306 1880 3880 1.574 1.574 3.303 3.303 3.303 3.303 1.574 1.574 2.306 2.306 Design OK 0,398 : 1 3.5x11.875 11 3.41 psi 285.00 psi +D+L+H 0.000ft Span# 1 Max. "+" Den Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam Engineer: AL Project ID: 21344 15 Project Descr: Printed 17 FEB 2022 1 09PM File: Horowitz Remodel.ec6 Software cop ' ENERCALC, INC. 1983-2020, Build:12.20.8.24 I• I • • DESCRIPTION: FB-6 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 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.035 DO 12 L 0.24 3.5x11.875 Span = 14 .250 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760pcf Applied Loads Service loads entered Load Factors will be applied for calculations ----------------- Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf. Tributary Width = 6.0 ft. (FLOOR) Uniform Load : D = 0.0350 , Tributary Width = 1.0 ft, (GUARDRAIL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.486: 1 3.5x11.875 1,506.01 psi 3, 100.00psi +D+L+H 7.125ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.229 in Ratio = 0.000 in Ratio= 0.388 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 746 >=360 0<360 440 >=240 0 <240 Load Combination Span Max."." Den Location in Span Load Combination Design OK 0.316 : 1 3.5x11.875 90.12 psi 285.00 psi +D+L+H 13.262 ft Span # 1 Max. "+" Dell Location in Span -----------------+ D + L + H 1 0.3884 7.177 0.0000 0.000 _V_e_rt_i_c_a_l_R_e_a_c_t_io_n_s _______________ Support notation: Far left is #7 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum ---2.900 2.900 Overall MINimum 1.770 1.710 +D+L+H 2.900 2.900 +D+Lr+H 1.190 1.190 +D+0.750Lr+0.750L+H 2.473 2.473 +D+0.750L+0.750S+H 2.473 2.473 +D+0.70E+0.60H 1.190 1.190 +D-0.70E+0.60H 1.190 1.190 +D+0.750L+0.750S+0.5250E+H 2.473 2.473 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ,., DESCRIPTION: FB-6 Vertical Reactions ---------Lo ad Combination +o+o.1soL +o.=1s=o=s~-o~.s=2s=o=E +~H~---- +o.soo+o. 70E +H +0.600-0.70E+H DOnly L Only E Only' -1.0 Support 1 2.473 0.714 0.714 1.190 1710 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 16 Project Descr: Printed 17 FEB 2022 1 09PM 1 : orow1tz Re el.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Support 2 2.473 0.714 0.714 1.190 1.710 . - Values in KIPS -------- Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 17 Printed 17 FEB 2022 1 11 PM Wood Beam , : orow,tz Remodel.ec6 Software copyright ENERCALC. INC. 1983-2020, Build:12.20.8.24 1,1 DESCRIPTION: FB-7 (EXISTING BEAM) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Prop_e_rt_i_e_s _____ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0psi 750.0psi 290.0psi 2,025.0 psi .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf D(O 43) L(O 86) r--D(O 0266)vl(O 0:..::5c.::.32=-<)'--------,,-------,¢ D(0.12) L(0.24) li I ) • 3.5x11 .875 Span = 14.750 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020. L = 0.040 ksf. Extent = 0.0 --» 6.50 ft Tributary Width = 6.0 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.040 ksf. Extent = 6.50 --» 14.750 ft. Tributary Width = 1.330 ft (FLOOR) Point Load : D = 0.430. L = 0.860 k@ 6.50 ft. (FLOOR LOAD) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Span 0.527: 1 3.5x11.875 1,528.38psi 2,900.00psi +D+L+H 6.514ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.242 in Ratio = 0.000 in Ratio= 0.378 in Ratio = 0.000 in Ratio = Max. "." Den Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 729 >=360 0<360 468 >=240 0 <240 Load Combination Design OK 0.307 : 1 3.5x11.875 88.95 psi 290.00 psi +D+L+H 0.000ft Span # 1 Max. "+" Defl Location in Span Load Combination +D+L+H ------ Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +O+O. 750Lr+0.750L +H +0+0.750L+O. 750S+H DOnly 0.3779 7.052 Support 1 2.826 1.820 2.826 1.006 2.371 2.371 1.006 Support notation : Far left is #1 Support 2 1.654 1 039 1654 0.615 1.395 1.395 0.615 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Beam 1,1 DESCRIPTION: DB-1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 _l!!_aterial Pr_o~p_e_rt_ie_s ________ _ Analysis Method : Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam-by-Beam Bending Axis: Major Axis Bending Unbraced Lengths Span# 1, Fully Braced Span# 2, Defined Brace Spacing, First Brace at ft and spaced at 4.250 ft W 18x46 r Span = 33.50 ft Applied Loads Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 '18 Project Descr: Printed. 17 FEB 2022 4 58PM .ec6 Software cop • hi ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi •. ,. W18x46 Span = 4 .250 ft Service loads entered. Load Factors will be applied for calculations. -------- Beam self weiqht NOT internally calculated and added Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width = 4.0 ft, (DECK) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 4.50 ft, (DECK) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.197 : 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span W18x46 Section used for this span W18x46 Mu : Applied 66.847 k-ft Vu : Applied 8.186 k Mn • Phi : Allowable 340 .125 k-ft Vn •Phi : Allowable 195.480 k Load Combinatior11.20D+0.50Lr+ 1.60L + 1.60H, LL Comb Run (L .) Location of maximum on span 16. 750ft Span # where maximum occurs Span # 1 Load Combinatic.11 .20D+0.50Lr+ 1.60L + 1.60H, LL Comb Run (LL) Location of maximum on span 33.500 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.331 in Ratio = 1.212 >=360 Max Upward Transient Deflection -0.134 in Ratio = 762 >=360 Max Downward Total Deflection 0.437 in Ratio= 920 >=240. Max Upward Total Deflection -0.175 in Ratio= 584 >=240. Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Momeni Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu . Mu Max Mnx Phi.Mnx Cb Rm VuMax Vnx Phi"Vnx + l .200+0.50Lr + 1 .60L + 1.60H, LL Comb Dsqn. L = 33.50 ft 1 0.033 0.012 11.14 -4.88 11.14 377.92 340.13 1.00 1.00 2.30 195.48 195.48 Os!Jn. L = 4.25 ft 2 0.014 0.012 -4.88 4.88 377.92 340.13 1.00 2.30 195.48 195.48 + 1.20D+0.50Lr + 1.60L + 1.60H, LL Comb DS!Jn. L = 33.50 ft 1 0.197 0.041 66.85 -0.98 66.85 377.92 340.13 1.00 1.00 8.07 195.48 195.48 Os!Jn. L = 4.25 ft 2 0.003 0.002 -0.98 0.98 377.92 340.13 1.00 0.46 195.48 195.48 + 1.200+0.50Lr+ 1.60L+ 1.60H, LL Comb Os!)n. L = 33.50 ft 1 0.191 0.042 64.92 -4.88 64.92 377.92 340.13 1.00 1.00 8.19 195.48 195.48 Dsqn. L = 4 25 ft 2 0.014 0.012 -4.88 4.88 377.92 340.13 1.00 2.29 195.48 195.48 + 1.20D+ 1.60L +0.50S+ 1.60H, LL Comb f Ds!Jn. L = 33.50 ft 1 0.033 0.012 11.14 -4.88 11.14 377.92 340.13 1.00 1.00 2.30 195.48 195.48 DS!Jn. L = 4.25 ft 2 0.014 0.012 -4.88 4.88 377.92 340.13 1.00 2.30 195.48 195.48 + 1.200+ 1.60L +0.50S+ 1.60H, LL Comb f Dsqn. L = 33.50 ft 1 0.197 0.041 66.85 -0.98 66.85 377.92 340.13 1.00 100 8.07 195.48 195.48 Dsqn. L = 4.25 ft 2 0.003 0.002 -0.98 0.98 377.92 340.13 1.00 0.46 195.48 195.48 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Engineer: AL 19 Encinitas, CA 92024 Project ID: 21344 760-652-9257 Project Descr: Pnnted 17 FEB 2022 4.58PM Steel Beam ile: HorowilZ emode.ec Scjtware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 , .. • DESCRIPTION: DB-1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu -Mu Max Mnx Phi.Mnx Cb Rm VuMax Vnx Phi·vnx + 1 .200+ 1 .60L+0.50S+ 1.60H, LL Comb F Dsqn. L = 33.50 ft 1 0.191 0.042 64.92 -4.88 64.92 377.92 340.13 1.00 1.00 8.19 195.48 195.48 Dsqn. L = 4.25 ft 2 0.014 0.012 -4.88 4.88 377.92 34013 1.00 2.29 195.48 195.48 + 1.200+ l .60Lr+L+ 1.60H. LL Comb Run Dsqn. L = 33.50 ft 1 0.035 0.009 11.81 -3.41 11.81 377.92 340.13 1.00 1.00 1.71 195.48 195.48 Dsqn. L = 4.25 ft 2 0.010 0.008 -3.41 3.41 377.92 340.13 1.00 1.61 195.48 195.48 + 1.200+ 1.60Lr+L+ 1.60H, LL Comb Run Dsqn. L = 33.50 fl 1 0.137 0.029 46.65 -0.98 46.65 377.92 340.13 1.00 1.00 5.66 195.48 195.48 Dsqn. L = 4.25 ft 2 0.003 0.002 -098 0.98 377.92 340.13 1.00 0.46 195.48 195.48 + 1.20D+ l .60Lr+L+ 1.60H, LL Comb Run Dsqn. L = 33.50 ft 1 0.134 0.029 45.44 -3.41 45.44 377.92 340.13 1.00 1.00 5.73 195.48 195.48 Dsqn. L = 4.25 ft 2 0.010 0.008 -3.41 3.41 377.92 340.13 1.00 1.61 195.48 195.48 + 1 .20D+ 1 .60Lr+0.50W+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 O.D38 0.008 12.98 -0.98 12.98 377.92 340.13 1.00 1.00 1.64 195.48 195.48 Dsqn. L = 4.25 ft 2 0.003 0.002 -0.98 0.98 377.92 340.13 1 00 0.46 195.48 195.48 + 1.20D+ 1.60Lr+0.50W+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 O.D38 0.008 12.98 -0.98 12.98 377.92 340.13 1 00 1.00 1.64 195.48 195.48 Dsqn. L = 4.25 ft 2 0.003 0.002 -0.98 0.98 377.92 340.13 1.00 0.46 195.48 195.48 + 1 .200+ 1.60Lr+0.50W+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 O.D38 0.008 12.98 -0.98 12.98 377.92 340.13 1.00 1.00 1.64 195.48 195.48 Dsqn. L = 4.25 ft 2 0.003 0.002 -0.98 0.98 377.92 340.13 1.00 0.46 195.48 195.48 Overall Maximum Deflections Load Combination Span Max."." Den Location in Span Load Combination Max. "+" Den Location in Span +D+L+H 1 0.4372 16.750 ------------0.0000 0.000 2 0.0000 16.750 +D+L+H -0.1748 4.250 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.336 6.987 Overall MINimum -0.073 1.220 +D+L +H, LL Comb Run ('L) 1.243 2.967 +D+L +H, LL Comb Run (L .) 5.336 5.767 +D+L +H, LL Comb Run (LL) 5.263 6.987 +D+Lr+H, LL Comb Run (•L) 1.316 1.747 +O+Lr+H, LL Comb Run (L.) 1.316 1.747 +D+Lr +H. LL Comb Run (LL) 1.316 1.747 +0+0.750Lr+0.750L+H, LL Comb Run(' 1.261 2.662 +0+0.750Lr+0.750L+H, LL Comb Run (L 4.331 4.762 +0+0.750Lr+0.750L+H, LL Comb Run (L 4.276 5.677 +0+0.750L+0.750S+H, LL Comb Run ('L 1.261 2.662 +0+0.750L+0.750S+H, LL Comb Run (L' 4.331 4.762 +D+0.750L+0.750S+H, LL Comb Run (LI 4.276 5.677 D Only 1.316 1. 747 L Only, LL Comb Run (' L) ·0.073 1.220 L Only, LL Comb Run (L·) 4 020 4.020 L Only, LL Comb Run (LL) 3.947 5.240 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 20 Project Descr: Printed. 17 FEB 2022 1 25PM Wood Beam ile: orowItz emodel.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: DB-2 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 - Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0 0(0.09)• L(0.27) 0 6x8 Span = 13.50 ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi 0 (0.0266) L{0.0798) •. E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0 ksi Density 31.210pcf ------. Ae_plied Loads Service loads entered. Load Factors will be applied for calculations. -------- Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060 ks!. Extent = 0.0 --» 4.0 ft, Tributary Width = 4.50 It, (DECK) Uniform Load : D = 0.020, L = 0 060 ksf, Extent = 4.0 --» 13.50 ft, Tributary Width = 1.330 ft, (DECK) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.645: 1 6x8 870.37psi 1.350.00psi +D+L+H 5.469ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location or maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.286 in Ratio = 0.000 in Ratio = 0.403 in Ratio = 0.000 in Ratio = Load Combination Span Max. • -" Defl Location in Span +D+L +H 1 0.4034 6.504 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 565 >=360 0 <360 401 >=240 0<240 Load Combination Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 ~O~ve-ra'"II.---.-M-.-.A"X~im-um _____________ 1~.6~4"'3-0.929 Overall MINimum 1.187 0.651 +D+l +H 1.643 0.929 +D+Lr+H 0.456 0.277 +D+0. 750Lr+0.750L +H 1.346 0. 766 +D+0.750L+0. 750S+H 1.346 0. 766 D Only 0.456 0.277 LOnly 1.187 0.651 Design OK 0.305 : 1 6x8 51 .80 psi 170.00 psi +D+L+H 0.000 ft Span# 1 Max."+" Dell Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 21 Printed 17 FEB 2022 2:59PM Wood Beam ile: orow,tz emodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: DB-3 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 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.035 D(0.135) L(0.405) I ' 6x14 Span = 13.50 ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi . . E: Modulus of Elasticity Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 31.21 Opcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 6.750 ft. (DECK) Uniform Load : D = 0.0350 , Tributary Width = 1.0 ft, (guard) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H DOnly L Only Span 0.716: 1 6x14 967.24psi 1,350.00psi +D+L+H 6.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.169 in Ratio = 0.000 in Ratio= 0.246 in Ratio = 0.000 in Ratio= Max ... _ .. Den Location in Span 0.2463 6.799 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 960 >=360 0<360 657 >=240 0 <240 Load Combination Support notation: Far left is #1 Support 1 3.990 2.734 3.990 1.256 3306 3.306 1.256 2.734 Support 2 3.990 2.734 3.990 1.256 3.306 3.306 1.256 2.734 Design OK 0.398 : 1 6x14 67.66 psi 170.00 psi +D+L+H 0.000 ft Span# 1 Max. • + • Den Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 22 Wood Beam Printed: 17 FEB 2022. 1.17PM File: Horowitz Remodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 , .. DESCRIPTION: FH-1 CODE REFERENCES ---------------- Ca I cu I a ti on s per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced I A Fb + Fb - Fc • Prll Fe• Perp Fv Ft DO 1 D 0.09 L 0.27 7x11.875 Span = 10.0 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi •. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width= 4 50 ft, (DECK) Uniform Load : D = 0.10 , Tributary Width= 1.0 ft, (LA CANTINA DOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.143: 1 7x11 .875 441 .02psi 3,075.27psi +D+L+H 5.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.03 1 in Ratio= 0.000 in Ratio= 0.056 in Ratio= 0.000 in Ratio = Load Combination Span Max. "-" Den Location in Span +D+L +H 1 0.0560 5.036 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3841 >=360 0<360 2142 >=240 0 <240 Load Combination Vertical Reactions Suppon notation : Far left is #1 ----------------------Lo ad Combination Support 1 Support 2 Overall MAXimum 2.421 2.421 Overall MINimum 1.350 1.350 +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H D Only L Only 2.421 2.421 1.071 1.071 2.083 2.083 2.083 2.083 1.071 1.071 1.350 1.350 Design OK 0.123 : 1 7x11.875 35.06 psi 285.00 psi +D+L+H 0.000ft Span # 1 Max. "+" Defl Location in Span 0.0000 0 000 Values in KIPS Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project 10: 21344 Project Descr: 23 Printed. 17 FEB 2022. 1 26PM Wood Beam el.ec6 Software copyright ENERCALC, INC. 1983-2020. Build:12.20.8.24 I.I DESCRIPTION: FH-2 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 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced 8(2.G .063 -----.--- Fb + Fb - Fe -Prll Fe -Perp Fv Ft D 0.1 D 0.135 D(0 1) Lr(0.1) ' 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi •. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf D(0 135).L(040c:.:5:,_) ___________ _ 5.25x11 875 Span= 10.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060 ksf, Extent = 1.0 --» 10.0 ft, Tributary Width = 6.750 ft, (DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (ROOF ABV) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft, (WALL ABV) Point Load : D = 3.437, Lr= 2.515, L = 2.063 k @ 1.0 ft, (FB-2) Point Load : D = 0490, L = 1.190 k @ 1.0 ft, (DB-2) Point Load : E = 2.50 k@ 0.0 ft, (HD) Uniform Load : D = 0.10 , Tributary Width = 1.0 ft, (LA CANTINA) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual 0.475: 1 5.25x11.875 1.447.70psi 3.050.70psi +D+L+H 4.234ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span Max."." Defl 0.085 in Ratio = 0.000 in Ratio = 0.193 in Ratio = 0.000 in Ratio= Location in Span Fv: Allowable Load Combination Location or maximum on span Span # where maximum occurs 141 0 >=360 0 <360 621 >=240 0 <240 Load Combination Design OK 0.850 : 1 5.25x11.875 242.20 psi 285.00 psi +D+L+H 0.000ft Span# 1 Max. • +" Dell Location in Span ---------------+D+0. 750Lr+0.750L +H 1 0.1932 4.818 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.345 5.156 Overall MINimum 2.500 2.330 +D+L+H 10.414 5.156 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 24 Project Descr: Printed 17 FEB 2022 1 26PM ile: orowitz Remodel.ec6 Software ight ENERCALC, INC. 1983-2020, Build:12.20.8.24 I, I • . DESCRIPTION: FH-2 Vertical Reactions Load Combination ---------- +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.70E +0.60H +0.60D+O. 70E +H DOnly Lr Only LOnly E Only Support 1 8.610 11.345 9.272 7.596 5.258 5.846 2.764 4.568 2.500 Support notation : Far lert is #1 Values in KIPS Support 2 3.578 5.138 4.574 2.826 1,696 2.826 0.752 2.330 0.000 ----------- Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 25 Printed 17 FEB 2022 1 17PM ile: orowitz Re e .ec Wood Beam Software cop ight ENERCALC, INC. 1983-2020, Build:12.20.8.24 I ,t DESCRIPTION: FH-3 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 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced I Fb + Fb • Fe· Prll Fe• Perp Fv Ft D 0.1 D(0.135J L{0.27) D(0.1351 D(0 105) Lr(0.105) 3.5x11.875 Span= 10.0 ft 3,100.0psi 3,100.0psi 3,000.0 psi 750.0 psi 285.0psi 2,100.0 psi E(2) .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41.760pcf Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width= 5.250 ft, (ROOF ABV) Uniform Load : D = O.Q150 ksf, Tributary Width = 9.0 ft, (WALL ABV) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 6.750 ft, (FLOOR) Point Load : E = 2.0 k @ 6.750 ft. (HD) Point Load: E = -1.780 k @9.750 ft, (HD) Uniform Load : D = 0.10 , Tributary Width = 1.0 ft, (LA CANTINA DOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.470 1 3.5x11.875 1,379.34 psi 2.935.15psi +D+L+H 5.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.062 in Ratio = -0.058 in Ratio= 0.190 in Ratio = 0.000 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1920 >=360 2083 >=360 633 >=240 0 <240 --------------Load Combination +D+O. 750L +O. 750S+0.5250E +H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H Span 1 Max ... _., Den Location in Span Load Combination 0.1896 Support 1 3.842 -0.606 3.785 2.960 3.842 5.073 Support notation : Far left is #1 Support 2 3.842 0.386 3.785 2.960 3.842 Design OK 0.385 : 1 3.5x1 1.875 109.64 psi 285.00 psi +D+L+H 0.000ft Span # 1 Max. "+ • Den Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ,., DESCRIPTION: FH-3 Vertical Reactions Load Combination +O+OJ50L+0.750S+H +0+0. 70E +0.60H +0-0.70E +0.60H +D+O. 7 SOL +0. 7 50S+0.5250E +H +0+0.750L +0. 750S-0.5250E +H +0.600+0.70E +H +0.600-0.70E +H DOnly Lr Only L Only E Only E Only' -1.0 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 26 Project Descr: Printed· 17 FEB 2022. 1 17PM File: orowItz e e .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Support notation: Far left is #1 Values in KIPS ---------Support 1 3.448 2.859 2.011 3.766 3.130 1.885 1.037 2.435 0.525 1.350 0606 -0.606 Support 2 3.448 2.165 2.705 3.245 3.650 1,191 1.731 2.435 0.525 1.350 -0.386 0.386 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Engineer: AL Project ID: 21344 Project Descr: 27 Printed 17 FEB 2022 1 42PM Wood Beam i : orowrtz Remade .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: FH-4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced . ' . ' Fb + Fb - Fc • Prll Fe -Perp Fv Ft 0 !0.0266) L 0.05321 om.1 5) ' Of0.41 IL rm.411 6x12 Span = 5.250 ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi ' ' .. E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend • xx 580.0ksi Density 31 .210pcf • • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 20.50 ft, (ROOF ABV) Uniform Load : D = 0.0150 ksf, Tributary Width = 9.0 ft. (WALL ABV) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0.020, Lr= 0.020 ksf. Tributary Width= 3.0 ft. (ROOF BLW) Point Load : D = 1.650, Lr = 1.620 k@ 3.750 ft, (RH-3) Point Load: D = 1.190. L = 1.710 k @2.750 ft, (FB-6) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+0.750Lr+0.750L +H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+L+H +D+Lr+H +O+0.750Lr+0.750L+H Span 0.552 1 6x12 740.89psi 1,342.94psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L+H 2.759ft Span# 1 0.013 in Ratio= 0.000 in Ratio= 0.038 in Ratio = 0.000 in Ratio= Max. • -" Defl Location in Span 0.0379 2.721 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4813 >=360 0 <360 1662 >=240 0 <240 Load Combination Support notation : Far left is #1 Support 1 4.720 0.954 1686 4.429 4.720 Support 2 6.066 1.035 4.531 5.887 6.066 Design OK 0.566 : 1 6x12 120.27 psi 212.50 psi +D+O. 750Lr +0.750L +H 4.292 ft Span# 1 Max.·+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam 1,1 DESCRIPTION: FH-4 Vertical Reactions Load Combination +D+0.750L +0.750S+H +D+0.70E +0.60H +D-0. 70E +0.60H +D+0.750L +0. 750S+0.5250E +H +D+0. 750L +0. 7 50S·0.5250E +H +0.60D+0.70E +H +0.60D-0.70E +H D Only Lr Only L Only E Only· -1.0 Support 1 3.447 2.732 2.732 3.447 3.447 1.639 1.639 2.732 1.697 0.954 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 28 Project Descr: Printed 17 FEB 2022. 1 42PM ile: Horowitz Re el.ec Software cop ighl ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Support notation : Far left is #1 Values in KIPS Support 2 4.272 3.496 3.496 4.272 4.272 2.098 2.098 3.496 2.391 1.035 29 Qualls Engineering Structural Engineering Sen~ces Sheet: Project: Horowitz Remodel )ob #: _2_13_44 __ _ Engineer: .:.AL=------------Dace: Lateral Analysis Tributary Area (ft2) Level Component Weight (psi) Tributary Tributary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) l'vlain Roof 20 1,970 39.400 Roof Roof Deck 20 0 0 50.775 Exterior Wall 15 105 10.0 15.750 Interior Wall 7 100 10.0 7,000 !\fain Floor 20 1,970 39.400 Deck 20 480 9,600 2nd Floor Lower Roof 15 600 9.000 80.535 Exterior Wall 15 128 9.0 17.280 J merior Wall 7 80 9.0 5,040 "· 131.310 C, (ASD) W (lbs) V (lbs) 0.1 13 131,310 14,819 Level W, (kips) h, (ft) W,h: (k-ft) W,h." V, (lbs) Area (ft2) V, (psi) I:(W,h:) Roof 50.8 19 965 0.57 8.462 1.970 4.3 2nd Floor 80.5 9 725 0.43 6,357 3.050 2.'l "· 1.690 "· 6.4 C, X k 0.02 19 0.75 0.18 1.0 Wind Check Ps 10.2 North-South East-West Level Height (ft) Diaphragm V, (psi) Deoth (ft) Level Height (ft) Diaphragm V, (psi) Depth (ft) Roof Peak 22 --Roof Peak 22 Roof 19 51 1.6 Roof 19 49 1.7 2nd Floor 9 64 1.5 2nd Floor 9 49 2.0 ~: 3.1 :1:: 3.6 Direction Governing Load North-South Seismic I 6.4 psf East-West Seisrnic I 6.4 DSf Qualls Engineering Structural Engineering Services Direction Controlling Load North-South Seismic Project: H orowitz Remodel Engineer: AL .c:c::=---------- LATERAL DESIGN V Sheer: 30 Job#: 21344 Date: V Direct V Directly V Offset Level v .(psf) Grid Trib Area (ft') Cumulative (lbs) Above (lbs) Above (lbs) (lbs) B&C 713 3,060 --3,060 Roof 4.3 D 160 687 --687 E 960 4,124 --4 124 F(1-3) 138 591 --591 B&C 655 1,365 3,060 4,426 D 970 2,022 687 2,709 D.8 820 1,709 0 4,124 5,833 2nd Floor 2.1 E.5 508 1,058 0 1,058 F(1-3) 198 412 591 1,002 F(4-5) 205 427 0 427 G 120 250 0 250 North-South Wall Lenl>"th fft Level Grid Wall 1 Wall 2 Wall 3 Total Minimum V (p)I) h:2w SW Type B&C 5 6 11 5 278 1.00 4E D 3 3 3 229 1.50 4E Roof 1.00 E 5.75 3.75 4.75 14.25 3.75 289 4E F(1-3) 6 6 6 98 1.00 EXISTING 6E B&C 4.5 7 11.5 4.5 385 1.00 3E D 6.5 6.5 6.5 417 1.00 3E D.8 12 12 12 486 1.00 3E 2nd Floor E.5 10 10 10 106 1.00 EXISTING 6E F(1-3) 12 12 12 84 1.00 EXISTING 6E F(4-5) 2 2 4 2 107 2.00 EXISTING6E G 8 8 8 31 1.00 EXISTING 6E OVERTURNING: North-South Lw min (ft) V (plf) Add'I M0, (ft-lbs) Mo, (ft-lbs) RoofTrib (ft) Floor Trib (ft) Ext Wall (ft) Int Wall (ft) B&C 5 278 12.520 19 9 Roof D 3 229 6.185 5 9 E 4.75 289 12,371 3 9 B&C 4.5 385 12 520 28106 22 7 18 2nd Floor D 6.5 417 6185 30,568 5 11 9 9 D.8 12 486 52,495 11.5 9 North-South Lwmin (ft) M,.,, (ft-lbs) C (lbs) T (lbs) HD Capacity (I bs) DCR B&C 5 6,438 2 504 1 488 MSTC40 1 920 0.77 Roof D 3 1,058 2 062 1 783 MSTC40 1,920 0.93 E 4.75 2,200 2,604 2,239 MSTC52 3,455 0.65 B&C 4.5 8 606 6,246 4 736 HDU5 5 645 0.84 2nd Floor D 6.5 10 943 4 703 3 374 HD U4 4,565 0.74 D.8 12 21,096 4,375 2,987 HDU2 3,075 0.97 Qualls Engineering Structural Engineering Services Direction Controlling Load East-West Seismic Project: Horowitz Remodel Engineer: _AL _________ _ LATERAL DESIGN V Sheet: 31 Job #: 21344 Date: Trib Area V Offset Level v.(psf) Grid V Direct V Directly Cumulative (ff) (lbs) Above (lbs) Above (lbs) (lbs) 1 400 1,718 --1,718 Roof 4.3 2 685 2,942 --2,942 3&4 585 2,513 --2,513 5 300 1,289 --1,289 1 675 1,407 1,718 3,125 2nd Floor 2.1 2 880 1,834 2,942 4,777 3&4 1,015 2,116 2,513 4,628 5 480 1,001 1,289 2,289 East-West Wall Lene-th (ft' Level Grid Wall 1 Wall 2 Wall 3 Total Minimum V (plf) h:2w SW Type 1 10 10 10 172 1.00 EXISTING 6E 2 14.5 14.5 14.5 203 1.00 EXISTING 4E Roof 3&4 1.00 E XJSTING 4E 9 10 19 9 132 5 8 8 8 161 1.00 EXJSTING 6£ 1 10 6 16 6 195 1.00 EXISTING 4E 2 20 20 20 239 1.00 EXISTING 4E 2nd Floor 3&4 1.20 3.75 11 14.75 3.75 314 4E 5 6 5 11 5 208 1.00 EXISTING 4E OVERTURNING: E ast-West I._. min (ft) v ( lt) Add'l Mot (ft-lbs) M ot (ft-lbs) RoofTrib (ft) Floor Trib (ft) Ext WalJ (ft 2nd Floor 3&4 3.75 314 10 712 21 303 2 1.33 East-West Lw min (ft) M,es (ft-lbs) C (lbs) T (lbs) HD Ca acity (lbs) DCR 2nd Floor 3&4 3.75 1,354 5,681 5 396 HD U5 5,645 0.96 .__ _ ___._---'-__ ...__~'-'---__._---'-_..__...___._ __ ___._ _ ____.'---_ ___._ _ __. Qualls Engineering Structwal Engineering Services Project: Horowitz Remodel Sheet: 32 Job#: 21344 D ate: Engineer: AL ---------- STEEL CANTILEVER COLUMN DESIGN (SCCS) -GRIDLINE A: A, = 350TT' / 2 = 175FT' v •=,,, = n 5Fr' x 2.1 PSF = 368# v •. ,, = 368# (6.5/2.5) = 957# V ,,,LRwt.c\l, = 957# / 2 columns => 480#/col. (ASD) ==> 672# (LRFD) 10' ALLOWABLE DEFLECTlON: 8,u = 0.025xH /Cd o ,u = 0.025x(10'x12")/2.5 8,11 = 1.20" USE: SCCS (ASCE7-16): R = 2.5 Cd= 2.5 HSS 5"x5"x3/8" STEEL COLUMN w / 2'-6" SQ. x 4'-0" DEEP FOOTING 8 M IX. > 8 .IILO\X 1.2" > 0.61 " *SEE ENERCr\LC Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 9202 4 760-652-9257 Steel Column , .. DESCRIPTION: SCCS-GRID A Code References Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 33 Project Descr: Printed. 17 FEB 2022 2 18PM .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . ' Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus fl)plied Loads HSS5x5x3/8 Allowable Strength 50.0 ksi 29,000.0 ksi Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft. K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft. K = 2.1 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 223.016 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 1.70. L = 5.20 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 0.6720 k DESIGN SUMMARY Bending & Shear Check Results PA cc;, Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are . Va : Applied Vn / Omega : Allowable Load Combination Results ------- 01987 :1 +1 .1110+0. 70E 0.0 ft 2.136 k 51.151 k -4.704 k-ft 26.447 k-ft 0.0 k-ft 26.447 k-ft 0.009490 : 1 +1 .1110+0. ?OE 0.0 ft 0.4704 k 49.566 k Maximum Axial + B~ni;!ing Sire:;:; Ra!iQ:; Cbx Load Combination Stress Ratio Status Location D Only 0.038 PASS 0.00 ft 1.67 +D+L 0.139 PASS 0.00ft 1.67 +D+0.750L 0.114 PASS 0.00 ft 1.67 +0.60D 0.023 PASS 0.00 ft 1.67 + 1.111 D+O. 70E 0.199 PASS 0.00 ft 1.67 + 1.083D+0.750L+0.5250E 0.192 PASS 0.00 ft 1.67 +0.4894D+0.70E 0.187 PASS 0.00ft 1.67 Maximum Reactions Axial Reaction X-X Axis Reaction k Load Combination @Base @ Base @Top DOnly 1.923 +D+L 7.123 +D+0.750L 5.823 +0.600 1.154 +0+0.70E 1.923 +D+O. 750L +0.5250E 5.823 Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections . 0.0 k 0.0 k 0.480 k 0.6720 k AlongY-Y 0.6120 in at 1 O. Oft above base for load combination : E Only Along X-X 0.0 in at 0.0ft above base for load combination : Cby KxLx/Rx KyLy/Ry Maximum Shear RatiQS Stress Ratio Status Location 1.00 134.76 134.76 0.000 PASS 0.00 ft 1.00 134.76 134.76 0.000 PASS 0.00 ft 1.00 134.76 134.76 0.000 PASS 0.00 ft 1.00 134.76 134.76 0.000 PASS 0.00 ft 1.00 134.76 134.76 0.009 PASS 0.00 ft 1.00 134.76 134.76 0.007 PASS 0.00 ft 1.00 134.76 134.76 0.009 PASS 0.00 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top 0.480 0.480 0.480 0.480 0.470 0.480 -4.704 0.353 0.480 -3.528 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 34 Project Descr: Printed 17 FEB 2022 218PM ile: orow,12 Re e .ec6 Sollware cop)"· ENERCALC, INC. 1983-2020, Build:12.20.8.24 I• I • . DESCRIPTION: SCCS-GRID A Maximum Reactions Load Combination +0.60D+0.70E L Only E Only Extreme Reactions Item Axial @ Base Reaction, X-X Axis Base Reaction, Y • Y Axis Base Reaction, X-X Axis Top Reaction, Y • Y Axis Top Moment, X-X Axis Base Axial Reaction @Base 1.154 5.200 Axial Reaction Extreme Value @ Base Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum Maximum Minimum 7.123 1.923 1.923 1.923 1.923 1.923 1.923 1.923 Moment, Y-Y Axis Base Maximum 1.923 Minimum 1.923 Moment, X-X Axis Top Maximum 1.923 Minimum 1.923 Moment, Y-Y Axis Top Maximum 1.923 Minimum 1.923 Maximum Deflections for Load Combinations Load Combination DOnly +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L +0.5250E +0.60D+0. 70E L Only E Only Steel Section Pro erties Depth Design Thick Width Wall Thick Area Weight Veg Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS5x5x3/8 5.000 in I xx 0.349 in s xx 5.000 in R xx 0.375 in Zx 6.180 in'2 I yy 22.302 plf 5 yy Ryy 0.000 in Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @ Base @Top @ Base @ Top @ Base @Top --------::0--:.4co:c70,--------:0:-.4:-=80-;:------:_4-::.7c:-04.,.-- X-X Axis Reaction @ Base @ Top -6.720 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.480 0.672 0.480 Y • Y Axis Reaction @ Base @Top 0.480 0.672 0.480 0.480 0.480 0.672 0.480 0.480 0.480 0.480 0.480 0.672 0.480 0.480 0.672 0.480 0.480 0.480 0.480 0.480 0.480 0.480 Max. Y • Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.428 in 0.321 in 0.428 in 0.000 in 0.606 in 21.70 in'4 8.68 in'3 1.870 in 10.600 in'3 21.700 in'4 8.680 in'3 1.870 in -6.720 Mx -End Moments k-ft @ Base @Top -6.720 -6.720 -6.720 -6.720 -6.720 -6.720 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 10.000 ft 10.000 ft 10.000 ft 0.000 ft 9.933 ft C My -End Moments @Base @Top 36.100 in'4 14.900 in'3 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column 1,1 DESCRIPTION: SCCS-GRID A Sketches C 0 0 U') +Y • Load 1 +X 5.00in Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 35 Project Descr: Printed 17 FEB 2022. 2 18PM lie: orowitz e e .ec Software cop ight ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. ,.,, '""' t Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Pole Footing Embedded in Soil ,., DESCRIPTION: secs FTG -GRID A Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-1 6 General Information Pole Footing Shape Pole Footing Width . Rectangular 30.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive . . . ....... . Max Passive .................. . Controlling Va lues Governing Load Combination : + 1.111D+0.70E 250.0 pcf 2,000.0 psf Lateral Load 0.3360 k Moment 3.360 k-lt NC ,iound Surlacf' Rt''>tra1n1 Pressures a1 1 /3 Depth Actual Allowable Minimum Required Depth Footing Base Area Maximum Soil Pressure Apf!lied Loads 279.569 psf 281.226 psf 3.375 ft 6.250 ft'2 1.120 ksf Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 36 Project Descr: Printed· 17 FEB 2022 2 19PM File: Horowitz Remodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Point Load Soil Surface No lateral restraint ·~ ~ "'f .C"l Lateral Concentrated Load (k) Lateral Distributed Loads (kif) Vertical Load (k) 1.80 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 0.480 k k 10.0 ft Load Combination Results Load Combination D Only +D+L +0+0.750L +0.600 + 1.1110+0. 70E + l .083D+0.750L +0.5250E +0.48940+0. 70E TOP of Load above ground surface BOTTOM of Load above ground surface Forces @ Ground Surface Loads • (k) Mometts • (ft-k) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.336 3.360 0.252 2.520 0.336 3.360 kilt kift kift kilt kilt kift kilt ft ft Required Depth-(ft) 0.13 0.13 0.13 0.1 3 3.38 3.13 3.38 Pressure at 1 /3 Depth Actual -(psf) Alow -(psf} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 279.6 281.2 252.1 253.5 279.6 281.2 k 5.20 k k k Soil Increase Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Qualls Engineering 37 Sheet: Structural Engineering Services Project: _l:-_lo;....r_o,_v_1·tz_R_em_od_e_l ______ j ob #: 21344 Engineer: AL Date: FOUNDATION DESIGN Allowable Soils Bearing Capacity 1,500 psf b = 15 d = 18 _J 15 18 inch wide x New Foundation design inch deep footing with top and bottom Allowable Max Line Load ew w max = b x ASBP Allowable Max Point Load New P,mx = bx 2d x ASBP Spread Footing Design = 1,875 plf = 5,625 lbs 9,000 lbs 2 #4 I :?===== for 2' wide footing 2 Pmax = b X ASBP F2= 2 foot square footing with 3 # 4 each way @ ban p = max 6,000 lbs F2.5 = 2.5 foot square footing with 3 # 4 each way@ ban pmax = 9,375 lbs F3 = 3 foot square footing with 4 # 4 each way @ ban p = max 13,500 lbs F3.5 = 3.5 foot square footing v.rith 4 # 5 each way @ ban pmax = 18,375 lbs F4 = 4 foot square footing with 5 # 5 each way @ btm pmax = 24,000 lbs F5 = 5 foot square footing with 6 # 5 each way @ ban Pmax = 37,500 lbs Max Point Loads FB-4 =9110# Provide F2.5 DB-1 =7000# Provide F2.5 DB-1 =7000# Provide F2.5 DB-3-L =4700# Provide F2 DB-3 R+FH-3 =7600# Provide F2.5 FH-2 & FH-1 =13178# Provide F3 FH-4 =6930# Provide F2.5 FB-1 =8600# Provide F2.5 FB-3 =15075# Provide F3.5 Qualls Engineering Sheet: 38 Structural Engineering Services Project: Horowitz Remodel Engineer: AL ------------ Job#: 21344 Dare: GUARDRAIL ANCHOR DESIGN: M,"' = 200# x 42" => 8,400"# T,m = 8,400"# / 2.5" => 3,360# T ,uxPER ,~c110R = 3,360# / 4 SCREWS => 840# PER SCREW T ,u 11,·1>1111<;s<1U'" = 225# x 5" => 1,125# (2)¼' DIA. LAG SCREWS w/2Y,' EMBED 2x INFILL STUDS BEYOND HSS2x2x¼ POST @48' O.C , MAX SPACING (8) ¼' DIA. LAG SCREWS w/6" EMBED FLOOR SHT'G FLOOR JOIST PER PLAN USE: CONT. DBL TOP PLATE 1/4" Dlf\. LAG SCREWS w/ 5" EMBED T ,1.1. = 1,125# Tm> T"'" (8) ¼" DIA. LAG SCREWS SECTION: A-A 2x BLK'G w/ 16d @4' O.C., BEYOND B.N BEAM PER PLAN (_ City of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 RE D .le O '11C .)C VICLS Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov Section 1: Oetennination of Project's SWPPP Tier Level (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Exempt -No Threat Project Assessment Criteria My project is In a category of permit types exempt from Clty Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the following permits D Other SWPPP Tier level are exempt from SWPPP requirements: D Exempt 0 Elecbical O Patio O Mobile Home D Plumbing D Spa (Factory-Made) O Fire Sprinkler D Mechanical O Re-Roofing □ Sign □ Roof-Mounted Solar Array Tler 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section I.Bt D My project includes construction or demotition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project Includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface: or. D My Project is associated with construction activity related to residential, commercial, or industrial O Tier 3 development on lands currently used for agriculture; or D My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead Hnear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not ftmlted to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilfing, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations. 0 Other per CGP ____________________ _ Tler 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: □ Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Car1sbad Municipal Code); or, □ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockplffng, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: □ Tier 2 • located within 200 ft. of an environmentally sen~tlve area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiated during the rainy season or will extend into the rainy season Oct.1 -A .30 ne 1 -Low Threat ssessment Criteria y project does not meet any of the Slgnlflcant or Moderate Threat criteria above, Is not an exempt pennlt type per above and the project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stock 'tin , vehicle fueUn . waste stock lln j2(rier 1 • Items fisted are eJR:erpt from CGP. CGP g<>Yerns criteria ror triggers for Tier 3 S\NPPP Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and re1ssuance thereof. E-32 Page 1 of 2 REV. 02/22 SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined in section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and t..wl sianature block below) Exempt -Not Applicable -Exe"1)t Tier 3 -tjigh Consti:ys;tjon Threat Assessme□t Crit!i!ria: Mlr'. Project meets one or mor~ Qf !be following: □ Project site is SO acres or more and grading will occur during the rainy season □ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □High □ Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier 3 USDA-NRCS Erosion factor.; kt greater than or equal to 0.4) D Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) □ Owner/contractor received a Stonn Water Notice of Violation within past two years Tjer 3 -Medium Construction Threet Assessment Criteria □Medium □ Ali projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -tJigh Const[Yction Threat Assessment Criteria: MY Projeg meets 0!]!! or IIl2[~ of tt:Je following: O Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an envlronmentally sensitive area (ESA) or discharges directly to an ESA O Soil at site is moderately to highly erosive (defined as having a predorrinance of soils with □High USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tier2 □ Site slope is 5 to 1 or steeper O Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) □ Owner/contractor received a Stonn water Notice of Violation within past two years □ Site results In 10,000 sq. ft. or more of soil disturbance Ti§£ 2 -Mediym Qo~trucljon Threat ~~simm Cctt§ri~ □Medium □ My project does not meet Tier 2 High Threat Assessment Criteria listed above Il§C l -M~i!dlll Qsu~lr,ygjQD Ibn:ill ~~§a!:D1 Qct1~£ia; Mt Pr2i~ tmm QD~ SU lll2[~ Q{ lb~ followi!]g: O Owner/contractor received a Stonn Water Notice of Violation within past two years □Medium D Site results in 500 sq. ft. or more of soil disturbance Tier 1 O Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1 -April 30) Tier 1 -Low Construction Threat Assessment Criteria ~ l9,.t4y project does not meet Tier 1 Medium Threat Assessment Criteria rrsted above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SVVPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I rrust a<llet'e to and co111)1y with the storm water best management practices pursuant to Title 15 of the Cat1sbad Municipal Code and to City Standards at all times dunng construc11on activities for the pemit type(s) checked above. The City Engineer/Building Official may authorize rrinor variances from 1he Construction Threat Assessment Criteria in speci.-1 circumstances where it can be shown that a lesser or higher SINPPP Tier Level is w.imanted Emergency Contact Name: Telephone No. <; Owne[ e s u onz nt ame: ON TitJe:/\ 1-'lfl-<_H-t,E-- Date: FOR CITY USE ONLY Yes No City Concurrence: By· Date: DW3#/C8': E-32 Page 2of 2 REVr¥2/Z2 Building Permit Finaled Revision Permit Print Date: 05/22/2024 Job Address: 2150 TWAIN AVE, CARLSBAD, CA 92008-4617 Permit No: Status: C Cityor Carlsbad PREV2022-0106 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: Va luation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2081802200 $0.00 Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2022-0773 Plan Check #: Applied: 09/14/2022 Issued: 10/04/2022 Fina led Close Out: 05/22/2024 Fina l Inspection: INSPECTOR: Description: REVISION: FOUNDATION AND FRAMING TO ADDRESS ADDITIONAL LOAD TO ADD SPA AT 2ND FLOOR BALCONY. Applicant: LOGAN ANDERSON 1106 2ND ST, # 561 ENCINITAS, CA 92024-5096 (619) 807-0640 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW -Revisions Total Fees: $244.50 Building Division Property Owner: CO-OWNERS HOROWITZ SARAH NATASHA AN POULIDIS MARIA 2150 TWAIN AVE CARLSBAD, CA 92008-4617 Total Payments To Date: $244.50 Contractor: BATES BU ILDING COMPANY 2605 OCEANSIDE BLVD, # STE B OCEANSIDE, CA 92054-4585 (760) 216-2710 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $180.00 $64.50 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www .ca rlsbadca .gov Original Plan Check NumberC0~20'2.Z-t lo 1,3 Plan Revision Number W.tvE023-COlfo Project Address 21 CO ~c,;__i I/\_ A Ue.., c/,4-C"tsbJ FEB 1 7 2023 CONTACT INFORMATION: C11 Name ~,~ Address '2 o , O VtAt.&soµ Phone 7(po -'{{9 8-A. f <; r Fax,___ ______ •~-- • 'S,f/1 t:~ ?, City ~•·t.L Zip 9ZoL-7 Email Address ----1f;;__°'"-'--r_i s=--t-~-=---""""-=14:.._r:....f._lr._,__-1-_,,e,=--K-Lc...:O::..<..V\..~S_f--'t"'--'--GI_C__,_~_;_(_D_"'--_...Ll-'c,,,=--o_l,,V'-________ _ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: i2(P1ans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page/s) where each revision is shown IV1,ov<-~ ,...,,-, I ":1-, I NOC tk rk·--,,,A...-, I , <t~ ...-0 ~o )( \ L5 4. Does this revision, in any way, alter the exterior of the project? ~ 0 No 5. Does this revision add ANY new floor area(s)? D Yes 6. any fire related issues? D Yes 7. 0 No Date .2 -I 1 -z._o Z 3 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov September 30, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Residential Revision Address: 2150 Twain Ave, Carlsbad, CA Applicant Name: Marcela Anderson Applicant Email: marcela@marcelalogan.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): NIA sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision project, no valuation or area of work in application. Attn: Building & Safety Department, rlrue No1th COMPLIAN CE SERVICES City of Carlsbad -FINAL REVIEW City Permit No: PREY2022-0106 True North No.: 22-018-276 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (1) copy dated August l 0, 2022, by Marcela & Logan Architects. 2. Structural Calculations: One (1) copy dated August l, 2022, by Qualls Engineering. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 20 I 9 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: 1. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562.733.8030 Horowitz Remodel 21 SO Twain Avenue, Carls bad, CA 92008 SmJCtural Calculations -21344 Qualls Engineering Structural Engineering Services z ~8 w ....J a:'. <( 0 co 0 a:'. <( 0 oO I-....J LL Clo ~z ~N <( l-a:'. <( LL <( 0 Q_ z(f) CD <Co O W zo T"">Q<( o<C 1-o I <( 1- ('-I 2 ~ ~ N -::J o o-o....J > LL ....J N > .. <( > t--zz w ~~~ a:::~a'.i8 Q.N a::<C Marcela & Logan, Architects Inc. 1106 Second Street #561 Encinitas, CA 92024 Ph one: 760230-6888 ON ON NO NN o-co"-f" r-~ co O') 0 N (0 0 T-o I N N 0 N > w ~ 0::: 9 a. N N 0 N 0::: co 0 Qualls Engineering Strnctural Engineering Services GOVERNING CODE: CONCRETE: REINFORCING STEEL: .. , STRUCTURAL STEEL: Project: Horowitz Remodel Engineer: AL ---'---------- DESIGN BASIS 2019 CBC f'c = 2,500 psi (MlNIMUM) ASTM A615, 1\ = 60 ksi ASTM A992, Fy = 50 ksi (''W" SHAPES ONLY) Sheet: l / 55 .Job#: 21344 Date: 8/1 /22 ASTM A36, Fr= 36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GR C, F, = 50 ksi (STRUCTURAL RECT & SQ HSS TUBES) SAWN LUMBER: ENGINEERED WOOD DOUGLAS FlR Li-\RCH, ALLOWABLE STRESS DESIG PER 2019 CBC. BOISE CASCADE OR EQUIVALENT BCI WOOD "T' JOISTS -lCC-ESR 1336 BC VERSrV~AM 2.0E/L VL/LSL -ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximately 340 square foot second-floor balcony extension to an existing approximately 130 square foot second-fl oor balcony, an approximate 140 square foot addition of interior second floor space, including modifying various door/window openings on rear wall of the existing second-floor, as well as modifying the lower run of stairs in the entry, an approximate 15 square foot first-floor addition, and an interior remodel consisting of modifying an interior bearing wall and various door/window openings on the rear first-floor walls in an existing two-story single family residence located at 2150 Twain Avenue, Carlsbad, CA 92008. The existing residence is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, premanufactured I-joist floor framing, and typical post-tensioned slab on grade with turned down footings. There has not been a soils report provided for this project. Therefore, the foundation design will be based on minimum soils values per 2019 CBC chapter 18. SCOPE OF REVISIONS: (7/27/22) -SEE REVISED STRUCTURAL SHEETS FOR THE INLUSION OF A SPA ON THE DECK ADDITIONS. THE SPA WEIGHT HAS BEEN ACCOUNTED FOR IN THE VERTICAL AND LATERAL DESIGN. -PER THE CLIENT AND ARCHITECT, THERE WILL ONLY BE ONE SPA LOCATED ON THE DECK ADDITION, BUT THE ARCHITECT WANTED US TO ANALYZE TWO AL TERANTE LOCATIONS FOR THE SPA TO BE PLACED. Qualls Engineering Sheet: 2 Structural Engineering Services Project: Horowitz Remodel Job #: _2_13_4_4 __ _ Engineer: AL ---------------Date: Design Loads: Pitched Roof: Dead Load ( DL ) Roofing I /2" Plywood Truss Framing l nsularion 1/2" Gyp. Bd. t\lech./Elcc. Mjsc. Ill.II psf 1.1 psf 4.0 psf 11.:i psf 2.2 psf O.:i psf _____ 1._s psf I DL = 20.0 psf Live Load (LL) Floor: Dead Load ( DL) Flooring 3/4" Plywood Framing lnsularion 5/8" Gyp. Bel. l'vlech./Elcc. M.isc. 9.11 psf 2.0 psf 3.0 psf O.S psf 2.8 psf 1.2 psf -~-1._s psf I DL = 20.ll psf Live Load (LL) LL = ..... ___ 2_1_i.1 ... 1 psf (Reducible) DL + LL =l 40.0lpsf LL = 40.11 psf (Reducible) DL +LL ='"! -~<,1-,.-,o!psf Walls: Snid Walls Exterior Stud Walls l nterior Snid Walls Allowable Soils Bearing Pressure: I .J.11 psf ~.o psf Deck: Dead Load ( DL) Dex-O -Tex 3/4" Plywood Framing Snicco t\lisc. 2.:i psf 2.0 psf .1.0 psf I 0.0 psf ___ ""?.""":i psf I DL = 20.0 psf Live Load (LL) LL =,----.<>< ... i._,o psf (Reducible) DI. + LL =l 80.lllpsf ASBP = l,SOO psf @ 18 inches below lowest adjacent finished grade Seismic: Site Class: D s~ = o.98"' s, = 0 .. 1(,() Occupancy Category II F, = 1.201 F,. = - Response Importance Mod. Factor Factor, l, R 1.00 6.5 Wind Load: (Simplified Envelope Procedure) Basic Wind 9:i mph Exposure: C MWFRS P = 0.6"'1.*K,,*Ps.w (LR.FD): P = (A D): p =I I 7.0 psf I o.2jpsf Components & Cladding P = 0.6*>.*K,.-"Pn,t30 (LRFD): P = (ASD): p =I 20.9 psf 12.slr sf >-= K,, = p ~J()= Pnco111= S~IS = 1.18:i S,\11 = - Redundanc,· pCs ractor SDs/(R/1) p ( LRFD ) (.\SD) 1 .. 1 0.158 I 0.113 1.29 1.0 13.2 16.2 0.790 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ,., DESCRIPTION: RH-1 CODE REFERENCES ---- Project Title: Horowitz Remodel Engineer: AL ProjectlD: 21344 3 Project Descr: .ec6 Software copyrighl ENERCALC, INC. 1983-2020, Build:12.20,8.24 . - Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing : Boise Cascade : Versa Lam 3100 : Completely Unbraced Fb + Fb - Fc • Prll Fe• Perp Fv Ft D(0.07) Lr(0.07) 3.5x11.875 Span = 13.50 ft 3,100.0psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760pcf Applied Loads ______ Se_rv_ice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+Lr+H -----1 0.152 1 3.5x11.875 504.92osi 3,314.52osi +D+Lr+H 6.750ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.054 in Ratio= 0.000 in Ratio= 0.117 in Ratio= 0.000 in Ratio= Max."." Den Location in Span 0.1169 6.799 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3011 >=240 0<240 1386 >=180 0 <180 Load Combination Support notation: Far left is #1 Vertical Reactions Load Combination ---------- Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+O. 750Lr +0.750L +H +D+0.750L +0. 750S+H D Only Lr Only L Only Support 1 1.026 0473 0.554 1.026 0.908 0.554 0.554 0.473 Support 2 1026 0.473 0.554 1026 0.908 0.554 0.554 0473 Design OK 0.089 : 1 3.Sx11.875 31.62 psi 356.25 psi +D+Lr+H 0.000ft Span # 1 Max. "+" Dell Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Project Title: Horowitz Remodel Engineer: AL 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project ID: 21344 Project Descr: 4 Printed: 17 FEB 2022 12·19PM ile: .ec Wood Beam Software copyright ENERCALC. INC. 1983-2020, Blild:12.20.8.24 I .0 DESCRIPTION: RH-2 CODE REFERENCES -------- Ca I cu I a ti on s 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 : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced Fb + Fb - Fc -Prll Fe -Perp Fv Ft 3,100.0 psi 3,100.0psi 3,000.0 psi 750.0psi 285.0psi 2,100.0psi .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1 , 036. 83 ksi Density 41 .760pcf 0(1.278) Lr(1.278) D 0.4 Lr 0.4 3.5x7.25 Span = 6.50 ft D 0.05 Lr 0.05 Applied Loads _____________ _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 0.0 ··» 5.50 ft, Tributary Width = 20.0 ft, (ROOF) Uniform Load : D = 0.020, Lr = 0.020 ksf. Extent = 5.50 -·» 6.50 ft, Tributary Width = 2.50 ft, (ROOF) Point Load : D = 1.278, Lr = 1 .278 k @ 5.50 ft, (GT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+O. 750L +0.750S+H DOnly Span 1 0.559. 1 3.5x7.25 2,128.34psi 3.804.83psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+Lr+H 3.677ft Span# 1 0.095 in Ratio= 0.000 in Ratio = 0.191 in Ratio = 0.000 in Ratio= Max. "-· Defl Location in Span 0.1909 3369 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 822 >=240 0<240 408>=180 0 <180 Load Combination Support notation: Far left is #1 Support 1 2.963 1.470 1.494 2.963 2.596 1.494 1.494 Support 2 4.141 2.058 2.082 4.141 3.626 2.082 2.082 Design OK 0.676: 1 3.5x7.25 241 .00 psi 356.25 psi +D+Lr+H 5.907ft Span# 1 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 5 Wood Beam , .. .ec Software copyr' ht ENERCALC. INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: RH-3 CODE REFERENCES -------- Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ___!!aterial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb - Fc -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0 psi . . E • Modulus of Elasticity Ebend-xx 1 , 600. 0 ksi Eminbend -xx 580.0ksi Density 31.210pcf 0(1.278) Lr(1 .278) ----~--"""'"'"'-'---~-'---'--'--'-'---"'T'"""-------JI • D(0.05)1Lr(0.05) • ~ 0(0.4) Lr(0.4) _ • 6x10 Span = 6.50 ft Applied Loads _________ S_e_r_vi_ce loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, Lr = 0.020 ksf. Extent= 0.0 --» 4.0 ft. Tributary Width = 20.0 rt (ROOF) Uniform Load : D = 0.020, Lr = 0.020 ksf. Extent = 4.0 --» 6.50 ft. Tributary Width = 2.50 ft (ROOF) Point Load : D = 1.278, Lr= 1.278 k@ 4.0 ft. (GT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location or maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H Span 1 0.575'. 1 6x10 963.45osi 1,676.32psi +D+Lr+H 3985ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.037 in Ratio = 0.000 in Ratio= 0.075 in Ratio = 0.000 in Ratio= Max ... _ .. Deft Location in Span 0.0752 3.297 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2095 >=240 0<240 1037 >=180 0 <180 Load Combination Support notation : Far left is #1 Vertical Reactions Load Combination ----------- Overall MAXimum Overall MINimum +D+L+H +O+Lr+H +0+0. 750Lr+0.750L +H +O+0.750L +0.750S+H D Only Support 1 Support 2 --------~3_=2s=3-2.196~---------- 1.623 1.660 3.283 2.878 1.660 1.660 1.380 1.417 2.796 2.451 1.417 1.417 Design OK 0.366 : 1 6x10 77.77 psi 212.50 psi +D+Lr+H 5.717ft Span# 1 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS ~ Boise Cascade' ~ \(5/ ENGINEEREOWOOOPROOUCfS =-Single 11-7/8" BCI® 6000-1.8 DF J01 (Joist) BC CALC® Member Report Build 8104 Dry\ 1 span\ No cant. \ 16 OCS \ Repetitive\ Glued & nailed Job name: Horowitz Remodel File name: Address: Description : FJ-1 City, State, Zip: Carlsbad, CA, 92008 Specifier: Customer: Designer: AL Code reports: ESR-1336 Company: QE ~ . 1 • . 11-09-00 81 Total Horizontal Product Length= 11-09-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind B1,3-1/2" 313/0 157/0 B2,3-1/2" 313/0 157/0 Load Summary Tag Description Load Type Ref. Start End 1 Floor Load Unf. Area (lb/ft2) L 00-00-00 11-09-00 Controls Summary Value Pos. Moment 1275 ft-lbs End Reaction 470Ibs End Shear 447Ibs Total Load Deflection L/999 (0.093") Live Load Deflection L/999 (0.062") Max Defl. 0.093" NBCC Vibration 11 '-2" Span/ Depth 11.4 Bearing Supports Dim. (LxW) B1 Wall/Plate 3-1/2" x 2-5/16" B2 Wall/Plate 3-1/2" x 2-5/16" %Allowable 31.4% 33.0% 26.7% n\a n\a n\a 63.4% Value 470Ibs 470Ibs %Allow Support n\a n\a BC FloorValue® and NBCC Vibration Summary Duration 100% 100% 100% n\a n\a n\a n\a %Allow Member 33.0% 33.0% BC FloorValue®: Subfloor: 3/4" OSB, Glue+ Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 05-10-08 Bracing: None Subfloor Rating: Premium Strapping: None Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Live Dead Loe. 100% 90% Top 40 20 Case Location 05-10-08 00-00-00 1 00-03-08 1 05-10-08 2 05-10-08 05-10-08 00-00-00 Material Unspecified Unspecified Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 1 of 1 . I PASSED I 6 February 17, 2022 18:50:52 . 82 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS®, ~ Boise Cascade' ~ ~ Ei'wG'\EE~EOWOODPROOJCT~ = Double 11-7/8" BCI® 5000-1 .7 DF FJ-2 (Joist) BC CALC® Member Report Build 8104 Dry I 1 span I No cant. I 16 OCS I Repetitive I Glued & nailed Job name: File name: Address: City, State, Zip: Description: Customer: Specifier: Designer: Andrew Leija Code reports: ESR-1336 Company: 4------- B1 . . 15-06-00 Total Horizontal Product Length = 15-06-00 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow B1 ,3-1/2" 413/0 207/0 B2,3-1/2" 41 3/0 207/0 Load Summary Tag Description Load Type Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 15-06-00 2 HD STRAP Cone. Pt. (lbs) L 02-00-00 02-00-00 Controls Summary Value %Allowable Duration Pas. Moment 4221 ft-lbs 41 .9% 160% End Reaction 2412Ibs 52.9% 160% End Shear 2404 Ibs 46.2% 160% Total Load Deflection L/739 (0.244") 32.5% n\a Live Load Deflection L/960 (0.188") 50.0% n\a Max Defl. 0.244" 24.4% n\a NBCC Vibration 14'-11" 76.2% n\a Span/ Depth 15.2 %Allow %Allow Bearing Sueeorts Dim. !LxW) Value Support Member B1 Wall/Plate 3-1/2" X 4" 2412Ibs n\a 52.9% 8 2 Wall/Plate 3-1/2" X 4" 620Ibs n\a 21.8% BC FloorValue® and NBCC Vibration Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue+ Nail Minimum Enhanced Premium Gypsum Ceiling: None Controlling Location: 07-09-00 Bracing: None Subfloor Rating: Premium Strapping: None Cautions Loe. Top Top Wind 2206 I 0 294 I 0 Live 100% 40 Dead 90% 20 Case Location 3 02-00-00 3 00-00-00 3 00-03-08 4 07-01-14 10 06-11-09 4 07-01-14 00-00-00 Material Unspecified Unspecified Web stiffeners are always required under concentrated loads that exceed 1000 lbs. Install the web stiffeners snug to the top flange. Follow the nailing schedule for intermediate bearings. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. Page 1 of 1 ~PASSED I February 17, 2022 15:58:35 . . Roof Live Snow Wind 115% 160% 2500 Disclosure Roof Live 125% --,r B2 ocs 16 n\a Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST®, BC RIM BOARD™, BCI®, BOISE GLULAM™, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS® , Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam Engineer: AL Project ID: 21344 8 Project Descr: Printed. 17 FEB 2022 12·47PM el.ec Software copyr· ENERCALC, INC. 1983-2020, Build:12.20.8.24 ... fl • DESCRIPTION: FB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(~.07)0Lr(O ?7) • D(0.56) •'" '17\ • • . • . D 0.15 1/ il orn 071 uo.2{1 D10.155\ U0.31 \ ... 5.25x18 Span = 16.50 ft 3,100.0psi 3,100.0psi 3,000.0psi 750.0psi 285.0psi 2,100.0psi • E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf Lr(0.47 .. Applied Loads Service loads entered. Load Factors will be applied for calculations. --------------Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 7.750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060 ksf. Tributary Width = 3.50 ft, (DECK) Point Load: D = 0.560, Lr = 0.470 k@ 2.750 ft, (RH-1) Point Load : D = 0.560. Lr = 0.470 k @ 15 50 ft, (RH-1) Uniform Load: D = 0.150 k/ft, Extent= 2.750 --» 15.50 ft, Tributary Width = 1.0 ft, (WALUDOOR) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent = 0.0 --» 2.750 ft, Tributary Width = 3.50 ft, (UPPER ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span • fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.461: 1 5.25x18 1,365.20osi 2,963.44 psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L+H 8.190ft Span # 1 0.171 in Ratio= 0.000 in Ratio= 0.313 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1158 >=360 0 <360 632 >=240 0 <240 Design OK 0.372 : 1 5.25x18 106.14 psi 285.00 psi +D+L+H 0.000ft Span# 1 Load Combination Span Max."-" Deft Location in Span Load Combination Max.'+" Deft Location in Span -+D-+-L+_H __________ 1 ____ 0_.-31-29 --,s:-c2c::5cc-o----------------o~.o~o"""oo,_---o~.o~o~o- Vertical Reactions _____________ Supp_ort_n_ot_at_io_n_: F_a_r l_er_t i_s #_l _______ v_a_lu_es_in_K_I_PS _______ _ Load Combination Support 1 Support 2 Overall MAXimum 7 .904 8.065 Overall MINimum 4.290 4.290 +D+L +H 7 .904 8.065 +D+Lr+H 4.211 4.311 +D+0.750Lr+0.750L+H 7.279 7.395 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 9 Project Descr: Printed: 17 FEB 2022. 12 57PM ile: Horowitz e el.ec Wood Beam ,., Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ~aterial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fc -Prll Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3, 1 oo.o psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi •. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf D(0 08) Lr(O 08) 0(1 5~ Lr(1 47) E:( 1 ~) ~~)06) D(O 02) L(~ 06) 5.25x 11.875 Span= 12.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 6750 ft, (FLOOR) Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 1.0 ft, (DECK) Uniform Load : D = 0.0150 ksf, Tributary Width= 9.0 ft, (WALL) Point Load : E = 2.504 k @ 6.50 ft, (HD) Point Load : D = 2.090, Lr = 2.060 k @ 6.50 ft, (RH-2) Uniform Load: D = 0.020, Lr = 0.020 ksf, Extent = 6.50 --» 12.50 ft, Tributary Width = 4.0 ft, (rooQ Point Load : D = 1.50, Lr = 1.470, E = -1 50 k@ 0.50 ft, (RH-2 & HD STRAP ABV) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+O. 750Lr+0.750L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H 0.628 1 5.25x1 1.875 1,950.16psi 3,100.00psi +D+L+H 6.478ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Deft 0.4243 0.124 in Ratio = -0.11 2 in Ratio = 0.424 in Ratio = 0.000 in Ratio = Location in Span 6.296 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1205 >=360 1340 >=360 353 >=240 0<240 Load Combination Support notation : Far left is #1 Support 1 Support 2 7.917 6.105 0.238 -1.242 6.546 5.500 6.999 4.932 Design OK 0.406 : 1 5.25x11.875 115.77 psi 285.00 psi +D+L+H 11 .542 ft Span# 1 Max. • +" Deft Location in Span 0.0000 0000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas. CA 92024 760-652-9257 Wood Beam Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Software 10 Printed: 17 FEB 2022. 12:57PM i : orowItz emooel.ec6 ENERCALC, INC. 1983-2020. Build:12.20.8.24 I• I a • DESCRIPTION : FB-2 Vertical Reactions Load Combination +D+O. 750Lr+0.750L +H +D+0.750L +0. 750S+H +D+0.70E +0.60H +D-0.70E+0.60H +D+O. 750L +O. 750S+0.5250E +H +D+0.750L +O. 7 50S-0.5250E +H +0.60D+0.70E +H +0.60D-0.70E+H D Only Lr Only L Only E Only E Only' -1.0 Support 1 7.917 6 031 4.317 4.651 5.906 6.156 2.524 2.857 4.484 2.515 2 063 -0.238 0.238 Support notation : Far left is #1 Values in KIPS Support 2 6.105 4.984 4.307 2.568 5.636 4.332 2.932 1.193 3.437 1.495 2.063 1.242 -1.242 -------- Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 11 Project Descr: Printed· 17 FEB 2022. 1 04PM Wood Beam 1le: Horowitz e e .ec ,., Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-3 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 - Fc • Prll Wood Species : Boise Cascade Fe· Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(4.484)lll(~)Ur(ll.00l) E(-0.24) I V l V D(O 0266) L(O 0532) V 7x11.875 Span= 14.0 ft 3,100.0 psi 3,100.0psi 3,000.0 psi 750.0psi 285.0 psi 2,100.0 psi .. E . Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760pcf V V I l • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0 020, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Point Load: D = 4.484, Lr = 2.515, L = 2 063, E = -0.240 k @ 1.0 ft, (FB-2) Point Load : D = 4.361, Lr= 4.361 k @ 1.0 ft, (GIRDER TRUSS) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.282 1 7x11.875 1,094.29psi 3,875.00psi Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+0.750Lr+0.750L +H 1 022ft Span # 1 0.076 in -0.003 in 0.212 in 0.000 in Ratio= Ratio= Ratio= Ratio= Max."." Defl Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2197 >=360 62961 >=360 791 >=240 0 <240 Load Combination Design OK 0.759 : 1 7x11.875 270.29 psi 356.25 psi +D+O. 750Lr+0.750L+H 0.000ft Span# 1 Max."+" Defl Location in Span +D+O. 750Lr+0.750L +H 1 0.2123 6.182 -----...,oc-::.oc;:-oo;c-;;oc-0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.073 1.745 Overall MINimum 0.223 0.017 +D+L+H 10.856 1507 +D+Lr+H 14.953 1.478 +D+0.750Lr+0.750L +H 15.073 1.745 +D+0.750L +0.750S+H 10.284 1.377 +D+0.70E +0.60H 8.412 0 975 +D-0. 70E +0.60H 8.724 0.999 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 9202 4 760-652-9257 Wood Beam I .0 DESCRIPTION : FB-3 Vertical Reactions Load Combination +D+0. 7 SOL +0. 750S+0.5250E +H +D+0.750L +0. 750S-0.5250E +H +0.60D+0.70E+H +0.60D-0.70E +H DOnly Lr Only L Only E Only E Only--1.0 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 12 Project Descr: Printed 17 FEB 2022, 1 :04PM el.ec6 Software cop • ENERCALC, INC, 1983-2020, Buikl:12.20.8.24 . ' Support notation : Far left is #1 Values in KIPS -----------------Support 1 Support 2 10.167 1.:368 10.401 1.386 4.985 0.580 5.297 0.604 8.568 0.987 6.385 0.491 2.288 0 520 -0.223 -0.017 0.223 0.017 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 13 Project Descr: Printed. 17 FEB 2022. 1 :07PM Wood Beam Fi : orow1tz e e .ec ,., Software cop i ht ENERCALC, INC. 1983-2020, Build:12.20.6.24 ~PTION: FB-4 CODE ifet=~ENCES Calculations ~--0-18_,_I_B_C 2018, CBC 2019, ASCE 7-16 Load Combination Set : E 7-16 ~terial Properties Analysis Method : Allowable Stress De • ~ Load Combination ASCE 7-16 Wood Species : DF/DF Wood Grade : 24F-V4 Beam Bracing Fb + Fb- Fc -Prll Fe -Perp Fv 10.75x12 Span = 16. 750 ft E : Modulus of Elasticity Ebend-xx Eminbend -xx Ebend-yy Eminbend -yy Density •. 1800ksi 950ksi 1600ksi 850ksi 31 .21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0 020, L = 0.040 ksf, Tributary Width= 16.50 ft, (FLOOR) Uniform Load : D = 0.070 , Tributary Width = 1.0 ft, (INTERIOR WALL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+O. 750Lr+0.750L+H +D+0.750L +0. 750S+H DOnly L Only Span 0.778 1 10.75x12 1.774.65osi 2,279.61 osi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L+H 8.375ft Span# 1 0.422 in Ratio = 0. 000 in Ratio = 0.696 in Ratio= 0.000 in Ratio= Max."." Den Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 476 >=360 0 <360 288 >=240 0 <240 Load Combination 0 6956 8.4'~3:;:--6 ------- Support notation: Far left is #1 --:---,:----------Support 1 Support 2 9.112 9.112 5.528 5.528 9.112 9.112 3.584 3.584 7.730 7.730 7.730 7.730 3.584 3.584 5.528 5.528 Design OK 0.353 : 1 10.75x12 93.58 psi 265.00 psi +D+L+H 15.772 ft Span# 1 Max."+" Def! Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam FB-5 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 14 Project Descr: Printed 17 FEB 2022. 1 :09PM ile: Horowitz e e .ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Its Engineering Calculations per Load Combination Set : 018, IBC 2018, CBC 2019, ASCE 7-16 E 7-16 Material Properties Analysis Method : Allowable Stress De Load Combination ASCE 7-16 E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Density 41.760pcf Beam Bracing 3.5x11.875 Span = 10.250 ft Applied Loads ___________ S_e_rv_ic_e loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 11.250 ft, (FLOOR) Uniform Load : D = 0.070 , Tributary Width = 1.0 ft, (INT. WALL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O+L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+L+H +O+Lr+H +0+0.750Lr+0.750L +H +0+0.750L +0.750S+H 0 Only L Only 0.467: 1 3.5x11.875 1.449.17 psi 3,100.00psi +D+L+H 5.125ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max.·-· Oen 0. 115 in Ratio = 0.000 in Ratio = 0.193 in Ratio = 0.000 in Ratio= Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1070 >=360 0<360 636 >=240 0 <240 Load Combination Design OK 0.398 : 1 3.5x11.875 113.41 psi 285.00 psi +D+L+H 0.000ft Span# 1 Max. "+" Oen Location in Span -------------0.1934 5.162 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 3.880 3880 2.306 2.306 3880 3.880 1.574 1.574 3.303 3.303 3.303 3.303 1.574 1.574 2.306 2.306 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 15 Printed: 17 FEB 2022, 1:09PM Wood Beam ',I 1le: Horowitz emodel.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FB-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-1 6 Load Combination Set : ASCE 7-16 Material Properties ------ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 3100 Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.035 D0.12 L0.24 3.5x11.875 Span = 14 .250 ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0psi 285.0psi 2,100.0psi .. E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • xx 1,036.83ksi Density 41 .760pd ( I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf. Tributary Width = 6.0 ft, (FLOOR) Uniform Load : D = 0.0350 , Tributary Width = 1.0 ft. (GUARDRAIL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Span ------Load Combination Overall MAXimum Overall MINimum +D+l +H +D+lr+H +D+0.750Lr+0.750L +H +D+0.750L +0. 750S+H +D+0.70E+0.60H +D-0. 70E +0.60H +D+O. 750L +0.7 50S+0.5250E +H 0.486: 1 3.5x11.875 1,506.01 psi 3,100.00psi +D+L+H 7.125ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.229 in 0.000 in 0.388 in 0.000 in Ratio= Ratio = Ratio = Ratio = Max. • ." Deft Location in Span 0.3884 7.177 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 746 >=360 0 <360 440 >=240 0 <240 Load Combination Support notation : Far left is #1 --=s:---u-pp-ort-,-1 ---=s,--up_p_ort 2 2.900 2.900~------ 1.710 2.900 1.190 2.473 2.473 1.190 1.190 2.473 1.710 2.900 1190 2.473 2.473 1.190 1.190 2.473 Design OK 0.316 : 1 3.5x11.875 90.12 psi 285.00 psi +D+L+H 13.262 ft Span# 1 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 16 Project Descr: Printed: 17 FEB 2022. 1 ·09PM .ec Software cop ' ENERCALC, INC. 1983-2020, Build:12.20.8.24 .. , ... DESCRIPTION: FB-6 Vertical Reactions Load Combination +D+o.1soL .o-. 1~so~s--o~.s=2~so~E-+H- +0.60D+o.10E +H +0.60D-0.70E +H DOnly LOnly E Only. -1.0 Suppon notation : Far left is #1 Values in KIPS Suppon 1 Suppon 2 ---~z-.4~73--2.473 0.714 0.714 0.714 0.714 1.190 1.190 1.710 1.710 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam , .. DESCRIPTION: FB-7 (EXISTING BEAM) CODE REFERENCES ------ Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 17 Printed 17 FEB 2022. 1.11 PM el.ec6 Software cop ight ENERCAlC, INC. 1983-2020, Build:12.20.8.24 . . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : iLevel Truss Joist : Parallam PSL 2.0E Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf D(0.43) L(0.86) Jc--------.,----D(0.0266~L(0.0532) <. I A 3.5x11 .875 Span = 14. 750 ft Applied Loads -------Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0 020, L = 0.040 ksf. Extent = 0.0 --» 6.50 ft, Tributary Width= 6.0 ft. (FLOOR) Uniform Load : D = 0 020, L = 0.040 ksf, Extent = 6.50 --» 14.750 ft, Tributary Width = 1.330 ft, (FLOOR) Point Load : D = 0430, L = 0.860 k@ 6.50 ft, (FLOOR LOAD) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L+H 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H D Only 0.527: 1 3.5x11.875 1.528.38psi 2,900.00osi +D+L+H 6.514ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Max."." Den 0.3779 0.242 in Ratio = 0. 000 in Ratio = 0.378 in Ratio= 0.000 in Ratio= Location in Span 7.052 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 729 >=360 0 <360 468 >=240 0 <240 Load Combination Support notation : Far left is #1 Support 1 Support 2 2.826 1.654 1.820 1 .039 2.826 1.654 1.006 0.615 2.371 1395 2.371 1.395 1.006 0,615 Design OK 0.307 : 1 3.Sx11 .875 88.95 psi 290.00 psi +D+L+H 0.000 ft Span# 1 Max. "+" Dell Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam ,., DESCRIPTION: DJ-3 W/ SPA CODE REFERENCES --------- Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 18 Printed 26 JUL 2022. 10:44PM 1 e: orowllZ emooel.ec6 Software cop • ENERCALC, INC. 1983-2020. Build:12.20.5.31 .. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties ________ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fc -Prll Wood Species Wood Grade : Trus Joist Fe -Perp : MicroLam LVL 1.9 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D0.107 D(0.02) L(0.06) 1.75x7.25 2600 psi 2600 psi 2510 psi 750 psi 285 psi 1555 psi E : Modulus of Elasticity Ebend-xx 1900 ksi Eminbend -xx 965.71 ksi Density 42.01 pcf Repetitive Member Stress Increase Span= 9.0 ft ------1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 10 ft (Deck) Uniform Load: D = 0.1070 ksf, Extent = 0.0 --» 9.0 ft Tributary Width= 1.0 ft, (SPA WEIGHT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.55~ 1 1.75x7.25 1,511 .36psi 2,704.00psi +D+L+H 4.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.084 in Ratio = 0.000 in Ratio = 0.268 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1280 >=360 0 <360 402 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb +D+H Lenfjth = 9.0 ft 0.426 0.235 0.90 1.000 1.00 1,04 1.00 1.00 1.00 132 1,035.84 +D+L+H 1.000 1.00 1.04 1.00 1.00 1.00 Lenfjth = 9.0 ft 0.559 0.309 1.00 1.000 1.00 1.04 1.00 1.00 1.00 1.93 1,511.36 +D+Lr+H 1.000 1.00 1 04 1.00 1.00 1.00 Lenfjth = 9.0 ft 0306 0.170 1.25 1.000 1.00 104 1.00 1.00 1.00 1.32 1,035.84 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 Lenfjth = 9,0 ft 0.333 0.184 1.15 1,000 1.00 1.04 1.00 1.00 1.00 132 1,035.84 +D+0. 750Lr+0. 750L +H 1.000 1.00 1.04 1.00 1.00 1.00 Lenfjth = 9.0 ft 0.412 0.228 1.25 1.000 1.00 1.04 1.00 1.00 1.00 1.78 1,392.48 +D+0.750L +0.750S+H 1.000 100 1.04 1.00 1.00 1.00 Lenfjth = 9.0 ft 0.448 0.248 1.15 1.000 1.00 1.04 1.00 1.00 1.00 1.78 1,392.48 F'b 0,00 2433.60 0.00 2704.00 0.00 3380.00 0.00 3109.60 0.00 3380.00 0.00 3109.60 Design OK 0.309: 1 1.75x7.25 88.13 psi 285.00 psi +D+L+H 8.409ft Span # 1 Shear Values V Iv 0.00 0.00 F'v 0.00 0.51 60.40 256.50 0.00 0.00 0.00 0.75 88.13 285.00 0.00 0.00 0.00 0.51 60.40 356.25 0.00 0.00 0.00 0.51 60.40 327.75 0.00 0.00 0.00 0.69 81.20 356.25 0.00 0.00 0.00 0.69 81.20 327.75 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas. CA 92024 (760) 652-9257 Qualls Engf.Q.I:!}_ Wood Beam I ,I DESCRIPTION: DJ-3 W/ SPA Load Combination Max Stress Ratios Segment Length Span# M V +D+0.60W+H Lenqth = 9.0 ft 0.239 0.132 + D+0. 750Lr +0. 750L +0.450W+H Lenqth = 9.0 ft 1 0.322 0.178 +D+0. 750L +0.750S+0.450W+H Lenqth = 9.0 ft 1 0.322 0.178 +0.60D+0 60W+0.60H Lenqth = 9.0 ft 0.144 0.079 + 1.134D+ 1.344E+0.60H Lenqth = 9.0 ft 0.271 0.150 + 1.134D-l.344E+0.60H Lenqth = 9.0 ft 0.271 0.150 + 1.10D+0.750L +0.750S+ 1.008E +H Lenqth = 9.0 ft 1 0.346 0.191 + 1.10D+0.750L+0.750S-1.008E+H Lenqth = 9.0 ft 1 0.346 0.191 +0.4663D+ 1.344E +H Lenqth = 9.0 ft 0.112 0.062 +0.4663D-1.344E +H Lenqth = 9.0 ft 1 0.112 0.062 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0. 750Lr+0. 750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+0. 750Lr +0. 750L +0.4 50W+H +D+0. 7 SOL +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 DOnly L Only H Only Span 1 Project Title: Horowitz Remodel Engineer: AL 19 Project ID: 21344 Project Descr: Printed 26 JUL 2022. 10.44PM tie: orowitZ Remode .ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Moment Values Shear Values Cd C FN C i Cr Cm Ct CL M fb F'b V fv F'v 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.32 1,035.84 4326.40 0.51 60.40 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.78 1,392.48 4326.40 0.69 81.20 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.78 1,392.48 4326.40 0.69 81 .20 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.79 621.51 4326.40 0.31 36.24 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.50 1,174.33 4326.40 0.58 68.48 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.50 1,174.33 4326.40 0.58 68.48 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.91 1,496.35 4326.40 0.74 87.25 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.91 1,496.35 4326.40 0.74 87.25 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 160 1.000 1.00 1.04 1.00 1.00 1.00 0.62 483.01 4326.40 0.24 28.16 456.00 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.62 483.01 4326.40 0.24 28.16 456.00 Max ... _.. Def! Location in Span Load Combination Max. "+" Def! Location in Span 0.2682 4.533 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 0.858 0.270 0.588 0.858 0.588 0.588 0.791 0.791 0.588 0.791 0.791 0.353 0.588 0.791 0,353 0.588 0.270 Support 2 0.858 0.270 0.588 0.858 0.588 0.588 0.791 0.791 0.588 0.791 0.791 0.353 0.588 0.791 0.353 0.588 0.270 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam ,., DESCRIPTION : DJ-4 W/ SPA CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Prope_rt_ic::ec::s ______ _ Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Trus Joist : MicroLam L VL 1.9 E Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 20 Project Descr: Printed. 26 JUL 2022, 10 53PM File: HorowllZ Rem e .ec Software copyrighl ENERCALC, INC. 1983-2020, Build:12.20.5.31 Fb + Fb - Fe· Prll Fe • Perp Fv Ft 2600 psi 2600 psi 2510 psi 750 psi 285 psi 1555 psi .. E: Modulus of Elasriciry Ebend-xx 1900 ksi Eminbend • xx 965.71 ksi Density 42.01 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.107) f D(0.02) L(0.06) 2-1. 75x7 .25 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf. Tributary Width = 1.0 ft. (Deck) Uniform Load : D = 0.1070 ksf, Extent = 0.0 -·» 8.0 fl, Tributary Width = 1.0 ft. (SPA WEIGHT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.529. 1 2-1. 75x7 .25 1,431.03psi 2,704.00psi +D+L+H 6.109ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.214 in Ratio= 0.000 in Ratio = 0.55B in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum occurs 758 >=360 0 <360 290 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M Fb +D+H Length= 13.451 ft 0.371 0.163 0.90 1.000 1.00 1.04 1 00 1.00 1.00 2.31 902.55 Length = 0.04927 rt 0.003 0163 0.90 1.000 1.00 1.04 1.00 1.00 1.00 0.02 8.44 +D+L+H 1.000 1.00 1.04 1.00 1.00 1.00 Length= 13.451 ft 0529 0.223 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.66 1,431.03 Len~th = 0.04927 ft 0006 0.223 1.00 1.000 1.00 1.04 1.00 1.00 1.00 0.04 16.23 +D+Lr+H 1.000 1.00 1.04 1.00 1.00 1.00 Len~th = 13.451 ft 0.267 0.117 1.25 1.000 1.00 1.04 1.00 1.00 1.00 2.31 902.55 Len~th = 0.04927 ft 0.002 0.117 1.25 1.000 1.00 1.04 1.00 1.00 1.00 0.02 8.44 +D+S+H 1.000 1.00 1.04 1.00 1.00 1.00 Len~th= 13.451 ft 0.290 0.128 1.15 1.000 1.00 1.04 1.00 1.00 1.00 2.31 902.55 Length = 0.04927 ft 0.003 0.128 1.15 1.000 1.00 1.04 1.00 1.00 1.00 0.02 8.44 F'b 0.00 2433.60 2433.60 0.00 2704.00 2704.00 0.00 3380.00 3380.00 0.00 3109.60 3109.60 Design OK 0.223 : 1 2-1.75x7.25 63.69 psi 285.00 psi +D+L+H 0.000ft Span# 1 Shear Values V Iv F'v 0.00 0.00 0.00 0.71 41.84 256.50 0.42 41.84 256.50 0.00 0.00 0.00 1.08 63.69 285.00 079 63.69 285.00 0.00 0.00 0.00 0.71 41.84 356.25 0.42 41 .84 35625 0.00 0.00 0.00 0.71 41 .84 327.75 0.42 41.84 327.75 Qualls Engineering Project Title: Horowitz Remodel Structural Engineering Services Engineer: AL 21 4403 Manchester Ave #203 Project ID: 21344 Encinitas, CA 92024 Project Descr: (760) 652-9257 QuallsEn .com Printed 26 JUL 2022, 10 53PM Wood Beam ile: orowllZ Rem el.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 ,., • DESCRIPTION: DJ-4 WI SPA Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M rb F'b V rv F'v +D+O. 750Lr+0.750L +H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 rt 0.384 0.163 1.25 1.000 1.00 1.04 1.00 1.00 1.00 3.32 1,298.51 338000 0.99 58.23 356.25 Lenqth = 0.04927 rt 0004 0.163 1.25 1000 1.00 1.04 1.00 1.00 1.00 0.04 14.28 3380.00 0.70 58.23 356 25 +D+0.750L +O. 750S+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 rt 0.418 0.178 1.15 1.000 1.00 1.04 1.00 1.00 1.00 3.32 1,298.51 3109 60 099 58.23 327.75 Lenqth = 0.04927 rt 0.005 0.178 1.15 1.000 1.00 1.04 1.00 1 00 1.00 0.04 14.28 3109.60 0 70 58.23 327.75 +D+0.60W+H 1.000 1.00 1.04 1.00 1 00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 rt 0.209 0.092 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.31 902 55 4326.40 0.71 41.84 456.00 Lenqth = D.04927 rt 0.002 0.092 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.02 8.44 4326.40 0.42 41.84 456.00 +D+O. 750Lr +O. 750L +0.4 50W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 fl 1 0.300 0.128 1.60 1.000 1.00 1.04 1.00 1.00 1.00 3.32 1,298.51 4326.40 0 99 58.23 456.00 Lenqth = 0.04927 rt 1 0.003 0.128 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.04 14.28 4326.40 0.70 58.23 456.00 +D+O. 750L +0.750S+0.450W+H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 ft 1 0.300 0.128 1.60 1.000 1.00 1.04 1.00 1.00 1.00 3.32 1,298.51 4326.40 0.99 58.23 456.00 Lenqth = 0.04927 ft 1 0.003 0128 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.04 14.28 4326.40 0.70 58.23 45600 +0.60D+0.60W+0.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 rt 0.125 0.055 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.38 541.53 4326.40 0.42 25.11 456.00 Lenqth = 0.04927 rt 0.001 0.055 1.60 1.000 1.00 1.04 1.00 1.00 100 0.0, 5.07 4326.40 0.25 25.1 1 456.00 + 1. 134D+ 1 .344E +0.60H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 rt 0.237 0.104 1.60 1.000 1.00 1 04 1.00 1.00 1.00 2.61 1,023.23 4326.40 0.80 47.44 456.00 Lenqth = 0.04927 ft 0.002 0.104 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.02 9.57 4326.40 0.48 47.44 45600 + 1.134D-1.344E+0.60H 1.000 1.00 1.04 1 00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 fl 0.237 0 104 1.60 1.000 1.00 1.04 1.00 1.00 1.00 2.61 1,023.23 4326.40 0.80 47.44 456.00 Lenqth = 0.04927 rt 0.002 0.104 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.02 9.57 4326.40 0.48 47.44 456.00 + 1.10D+O. 750L +0.750S+ 1 .DOSE +H 1.000 1.00 1.04 1.00 1.00 1 00 0.00 0.00 0.00 0.00 Lenqth = 13.451 ft 1 0.321 0.137 1.60 1.000 1.00 1.04 1.00 1.00 1.00 3.55 1,388.90 4326.40 1.06 62.42 456.00 Lenqth = 0.04927 rt 1 0003 0.137 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.04 15.13 4326.40 0.74 62.42 456.00 + 1.1 OD+0.750L +0.750S-1 .008E+H 1.000 1.00 1.04 1 00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 11451 rt 0.321 0.137 1.60 1.000 100 1.04 1.00 1.00 1.00 3.55 1,388.90 4326.40 1.06 62.42 456.00 Lenqth = 0.04927 ft 0.003 0.137 1.60 1.000 1.00 1.04 1.00 1.00 1 00 0.04 15.13 4326.40 0.74 62.42 456.00 +0.4663D+ 1.344E +H 1.000 1.00 1.04 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 ft 0.097 0.043 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.08 420.86 4326.40 0.33 19.51 456.00 Lenqth = 0.04927 ft 0001 0.043 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.0, 3.94 4326.40 0.20 19.51 456.00 +0.4663D-1 .344E +H 1.000 1.00 1.04 1.00 100 1.00 0.00 0.00 0.00 0.00 Lenqth = 13.451 ft 0097 0.043 1.60 1.000 1.00 1.04 1.00 1.00 1.00 1.08 420.86 4326.40 0.33 19.51 456.00 Lenqth = 0.04927 ft 0.001 0.043 1.60 1.000 1.00 1.04 1.00 1.00 1.00 0.01 3.94 4326.40 0.20 19.51 456.00 Overall Maximum Deflections Load Combination Span Max."-" Den Location in Span Load Combination Max."+" Dell Location in Span +D+L+H 1 0.5576 6.602 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.192 o-:m- Overall MINimum 0.405 0.405 +D+H 0.787 0.439 +D+L+H 1.192 0.844 +D+Lr+H 0.787 0.439 +D+S+H 0.787 0.439 +D+O. 750Lr+0.750L+H 1.091 0.742 +D+O. 750L +O. 750S+H 1.091 0.742 +D+0.60W+H 0.787 0.439 +D+0.750Lr+O. 750L +0.450W+H 1.091 0.742 +D+O. 7 SOL +O. 750S+0.450W+H 1 .091 0.742 +0.60D+0.60W+0.60H 0.472 0.263 +D+O. 70E +0.60H 0.787 0.439 +D+O. 750L +O. 750S+0.5250E +H 1.091 0.742 +0.60D+0.70E+H 0.472 0263 DOnly 0.787 0.439 L Only 0.405 0.405 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam DESCRIPTION: DB-lA 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 Wood Species : Douglas Fir-Larch Wood Grade : No. 1 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 22 Project Descr: Printed· 26 JUL 2022, 10:56PM 1 e: orowtz Remodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Fb + Fb. Fe · Prll Fe • Perp Fv Ft 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi .. E: Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend • xx 620.0ksi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase 4x12 Span= 9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf. Tributary Width = 1.0 ft, (Deck) Uniform Load : D = 0.1070, Tributary Width = 1.0 ft, (SPA) Uniform Load: D = 0.0150 ksf. Tributary Width = 3.50 ft, (GUARDRAL) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 0.321 1 4x12 408.19psi 1,265.00psi +D+L+H 4.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.013 in Ratio = 0.000 in Ratio= 0.052 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+H Len9th = 9.0 ft 0.272 0.158 0.90 1.100 1.00 1.15 1.00 +D+L+H 1.100 1.00 1.1 5 1.00 Len9th = 9.0 ft 0.323 0.188 1.00 1.100 1.00 1.15 1.00 +D+Lr+H 1.100 1.00 1.1 5 1.00 Len~th = 9.0 ft 0.196 0.114 1.25 1.100 1.00 1.15 1.00 +D+S+H 1.100 1.00 1.15 1.00 Len~th = 9.0 ft 0.213 0.124 1.15 1.100 1.00 1.15 1.00 +D+0.750Lr+0.750L +H 1.100 1.00 1.15 1.00 Len9th = 9.0 ft 0.243 0.141 1.25 1.100 1.00 1.15 1.00 +D+0. 750L +0.750S+H 1.100 1.00 1.15 1.00 Load Combination Location of maximum on span Span # where maximum occurs 8558 >=360 0<360 2070 >=240 0 <240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 Moment Values M fb 1.90 309.45 2.51 408.19 1.90 309.45 1.90 309.45 2.36 383.51 F'b 0.00 1138.50 0.00 1265.00 0.00 1581.25 0.00 1454.75 0.00 1581.25 0.00 Design OK V 0.00 0.67 0.00 0.89 0.00 0.67 0.00 0.67 0.00 0.83 0.00 0.188: 1 4x12 33.83 psi 180.00 psi +D+L+H 8.080ft Span# 1 Shear Values Iv 0.00 F'v 0.00 25.65 162.00 0.00 0.00 33.83 180.00 0.00 0.00 2565 225.00 0.00 0.00 25.65 207.00 0.00 0.00 31.78 225.00 0.00 0.00 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam , .. DESCRIPTION: DB-1A Load Combination Max Stress Ratios Segment Length Span# M V Lenqth = 9.0 ft 1 0.264 0.154 +D+0.60W+H Lenqth = 9.0 ft 0.153 0.089 +D+0. 750Lr+0. 750L +0.450W+H Lenqth = 9.0 ft 1 0.189 0.110 +D+0. 750L +0. 750S+0.450W+H Lenqth = 9.0 ft 1 0.189 0.110 +0.60D+0.60W+0.60H Lenqth = 9.0 ft 0.092 0053 + 1.134D+ 1.344E +0.60H Lenqth = 9.0 ft 0.173 0.101 + 1.134D-1.344E+0.60H Lenqth = 9.0 ft 0.173 0.101 + 1.10D+0.750L +0.7505+ 1.008E +H Lenqth = 9.0 ft 1 0.205 0.119 + 1.10D+0.750L +0.750S-1.008E +H Lenqth = 9.0 ft 1 0.205 0.1 19 +0.4663D+ 1 .344E+H Lenqth = 9.0 ft 0.071 0042 +0.4663D-1.344E +H Lenqth = 9.0 ft 1 0.071 0.042 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Span 1 -------Load Combination Overall MAXi-m-um ______ _ Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0. 750Lr+0. 750L +H +D+0. 750L +0. 750S+H +D+0.60W+H +D+0. 750Lr +0. 750L +0.4 50W+H +D+0. 750L +0. 7505+0.450W+H +0.60D+0.60W+0.60H +D+0. 70E +0.60H +D+0. 750L +0. 7505+0.5250E +H +0.60D+0.70E+H DOnly L Only H Only Project Title: Horowitz Remodel Engineer: AL 23 Project ID: 21344 Project Descr: Printed 26 JUL 2022. 10 56PM Fie: Horowitz em e.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Moment Values Shear Values Cd C FN Ci Cr Cm Ct CL M fb F'b V fv F'v 115 1.100 1.00 1.15 1.00 1.00 1.00 2.36 383.51 1454.75 0.83 31.78 207.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.90 30945 2024 00 0.67 25.65 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 115 1.00 1.00 1.00 2.36 383.51 2024.00 0.83 31.78 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.36 383.51 2024.00 0.83 31.78 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 160 1.100 1.00 1.15 1.00 1.00 1.00 1.14 185.67 2024.00 040 15.39 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1 00 1.00 1.00 2.16 350.82 2024.00 0.76 29.08 28800 1.100 1.00 1.15 1.00 1 00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.16 350.82 2024 00 0.76 29.08 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.55 414.54 2024.00 0.90 34.36 288.00 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 2.55 414 54 2024.00 0.90 3436 288.00 1.100 1.00 1.15 1 00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.89 144.30 2024.00 0.31 11.96 288.00 1100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.89 144.30 2024.00 0.31 11.96 288.00 Max."." Defl Location in Span Load Combination Max. "+" Deft Location in Span 0.0522 -4:-c_5=3"""3 -------------~ 0.0000 0.000 Support notation: Far left is #1 Values in KIPS ---------5 up po rt 1 Support 2 --1~.1~1-5-1.116 0.270 0.270 0.846 0.846 1.116 1.116 0.846 0.846 0.846 0.846 1.049 1.049 1.049 1.049 0.846 0.846 1.049 1.049 1.049 1.049 0.508 0.508 0.846 0.846 1.049 1.049 0.508 0 508 0.846 0.846 0.270 0.270 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Steel Beam ,., DESCRIPTION : DB-1 WITH SPA CODE REFERENCE=S _______ _ Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam bracing is defined Beam-by-Beam Bending Axis: Major Axis Bending Unbraced Lengths Span# 1, Fully Braced Span # 2, Defined Brace Spacing, First Brace at ft and spaced at 4.250 fl . ----- Applied Loads Beam self weiqht calculated and added to loadinq Load for Span Number 1 D(0.08) L(0.21.) • W 18x46 Span = 33.50 ft Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 4.0 ft, (DECK) Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 24 Project Descr: Printed 26 JUL 2022, 11 :02PM 1le: orowttz em e .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Fy: Steel Yield : E: Modulus: 50.0 ksi 29.000.0 ksi •. < ) • W18x46 +pan= 4 .250 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1050 k/ft, Extent = 29 50 --» 33.50 ft, Tributary Width= 1.0 ft, (SPA WEIGHT) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 4.50 ft, (DECK) Point Load : D = 0.850, L = 0.270 k @ 4.250 ft, (RB-1 A) Uniform Load : D = 0.1050 ksf. Tributary Width = 5.0 ft, (SPA WEIGHT) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.206: 1 Maximum Shear Stress Ratio = 0.051 : 1 Section used for this span W18x46 Mu : Applied 69.917 k-ft Mn • Phi : Allowable 340.125 k-ft Load Combinatiorfl .20D+0.50Lr+ 1.60L+ 1.60H, LL Comb Run (L') Location of maximum on span 16.214 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.331 in -0.134 in 0.454 in -0.165 in Ratio = Ratio= Ratio= Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu + max Mu - + 1.40D+ 1.60H Dsqn. L = 33.50 ft 0.056 0.026 19.00 -13.41 Dsqn. L = 4.25 ft 2 0.039 0.026 -13.41 + 1.20D+0.50Lr+ 1.60L+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 0.051 0.034 13.87 -17.24 Dsqn. L = 4.25 ft 2 0.051 0.034 -17.24 + 1.20D+0.50Lr+ 1.60L+ 1.60H, LL Comb Section used for this span W18x46 Vu : Applied 9.952 k Vn •Phi : Allowable 195.480 k Load Combinatic.1 .20D+0.50Lr+ 1.60L+ 1.60H, LL Comb Run (LL) Location of maximum on span 33.500 ft Span # where maximum occurs Span # 1 1,212 >=360 762 >=360 886 >=240. 619 >=240. Summary of Moment Values Summary of Shear Values Mu Max Mnx Phi.Mnx Cb Rm VuMax Vnx Phi.Vnx 19.00 377.92 340.13 1.00 1.00 5.12 195.48 195.48 13.41 377.92 340.13 1.00 5.12 195.48 195.48 17.24 377.92 340.13 1.00 1.00 6.66 195.48 195.48 17.24 377.92 340.13 1.00 666 195.48 195.48 Qualls Engineering Project Title: Horowitz Remodel Structural Engineering Services Engineer: AL 25 4403 Manchester Ave #203 Project ID: 21344 Encinitas, CA 92024 Project Descr: (760) 652-9257 QuallsEn .com Printed 26 JUL 2022, 11 02PM Steel Beam Ie: orowitz emodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 ,., • DESCRIPTION: DB-1 WITH SPA Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu · Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx Dsqn. L = 33.50 ft 1 0.206 0.050 69.92 -11 .50 69.92 377.92 340.13 1.00 1.00 9.78 195.48 195.48 Dsqn. L = 4.25 ft 2 0.034 0.022 ·11.50 11.50 377.92 340.13 1.00 4.39 195.48 195.48 + 1.20D+0.50Lr+ 1.60L+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 0.198 0.051 67.18 -17.24 67.18 377.92 340.13 1.00 1.00 9.95 195.48 195.48 Dsqn. L = 4.25 ft 2 0.051 0.034 -17.24 17.24 377.92 340.13 1.00 6.66 195.48 195.48 + 1.20D+ 1.60L +0.50S+ 1.60H, LL Comb F Dsqn. L = 33.50 ft 1 0.051 0.034 13.87 -17.24 17.24 377.92 340.13 1 00 1.00 6.66 195.48 195.48 Dsqn. L = 4 25 ft 2 0.051 0.034 -17.24 17.24 377.92 340.13 1.00 6.66 195.48 195.48 + 1.20D+ 1.60L +0.50S+ 1.60H, LL Comb f Dsqn L = 33.50 ft 1 0.206 0.050 69.92 • 11.50 69.92 377.92 340.13 1.00 1.00 9.78 195.48 195.48 Dsqn. L = 4.25 ft 2 0.034 0.022 -11.50 11.50 377.92 340.13 1.00 4.39 195.48 195.48 + 1.20D+ 1.60L +0.50S+ 1.60H, LL Comb F Dsqn. L = 33.50 ft 1 0.198 0.051 67.18 -17.24 67.18 377.92 340.13 100 1.00 9.95 195.48 195.48 Dsqn. L = 4.25 ft 2 0051 0.034 -17.24 17.24 377.92 340.13 1.00 6.66 195.48 195.48 + 1.20D+ 1.60Lr+L+ 1.60H, LL Comb Run Dsqn. L = 33.50 ft 1 0044 0.030 14. 75 -15.08 15.08 377.92 340.13 1.00 1.00 5.81 195.48 195.48 Dsqn. L = 4.25 ft 2 0.044 0.030 -15.08 15.08 377.92 340,13 1.00 5.81 195.48 195.48 + 1.20D+ l .60Lr+L+ 1.60H, LL Comb Run Dsqn. L = 33.50 ft 1 0.146 0.038 49.75 -11.50 49.75 377.92 340.13 1.00 1.00 7.37 195.48 195.48 Dsqn. L = 425ft 2 0.034 0.022 -11.50 11.50 377.92 340.13 100 4.39 195.48 195.48 + 1.20D+ 1.60Lr+L+ 1.60H, LL Comb Run Dsqn. L = 33.50 ft 1 0.141 0.038 48.06 -15.08 48.06 377.92 340.13 1.00 1.00 7.48 195.48 195.48 Dsqn. L = 4.25 ft 2 0.044 0.030 -15.08 15.08 377.92 340.13 1.00 5.81 195.48 195.48 + 1.20D+ 1.60Lr+0.50W+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 0.048 0.022 16.28 -11.50 16.28 377.92 340.13 1.00 1.00 4.39 195.48 195.48 Dsqn. L = 4.25 ft 2 0.034 0.022 -11.50 11.50 377.92 340.13 1.00 4.39 195.48 195.48 + 1.20D+ 1.60Lr+0.50W+ 1.60H, LL Comb Dsqn. L = 33.50 ft 1 0.048 0.022 16.28 -11.50 16.28 377.92 340.13 1.00 1.00 4.39 195.48 195.48 Dsqn. L = 4.25 ft 2 0.034 0.022 -11.50 11.50 377.92 340.13 1.00 4.39 195.48 195.48 + 1.20D+ l .60Lr+0.50W+ 1.60H. LL Comb Dsqn. L = 33.50 ft 1 0.048 0.022 16.28 -11.50 16.28 377.92 340.13 1.00 1.00 4.39 195.48 195.48 Dsqn. L = 4.25 ft 2 0.034 0.022 -11.50 11.50 377.92 340.13 1.00 4.39 195.48 195.48 Overall Maximum Deflections Load Combination Span Max."." Den Location in Span Load Combination Max."+" Defl Location in Span +D+L+H 1 0.4540 16.616 0.0000 0.000 2 0.0000 16.616 +D+L+H -0.1647 4.250 Vertical Reactions Support notation : Far left is # 1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5869 11.994 Overall MINimum -0.107 1.525 +D+H 1.849 6.450 +D+L +H, LL Comb Run (•L) 1. 742 7.974 +D+L+H, LL Comb Run (L") 5.869 10.4 70 +D+L +H, LL Comb Run (LL) 5.762 11.994 +D+Lr+H, LL Comb Run ("L) 1.849 6.450 +D+Lr+H, LL Comb Run (L') 1.849 6.450 +D+Lr+H, LL Comb Run (LL) 1.849 6.450 +D+0.750Lr+0.750L+H, LL Comb Run(" 1.768 7 593 +D+0.750Lr+0.750L+H, LL Comb Run (L 4.864 9.465 +D+0.750Lr+0.750L+H, LL Comb Run (L 4.783 10.608 +D+0.750L+0.750S+H, LL Comb Run ("l 1.768 7.593 +D+0.750L+0.750S+H, LL Comb Run (L' 4.864 9.465 +D+0.750L+0.750S+H, LL Comb Run (LI 4.783 10.608 DOnly 1.849 6.450 L Only, LL Comb Run ("L) -0.107 1.525 L Only, LL Comb Run (L.) 4.020 4.020 L Only, LL Comb Run (LL) 3.913 5.545 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam DESCRIPTION: DB-2 W/ SPA CODE REFERENCES -------- Ca I cu I at ions per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Fb + Fb - Fe -Prll Fe -Perp Fv Ft Software c 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi 26 Printed: 26 JUL 2022, 11 :25PM E: Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.105) D(O 85) L(O 27) 0..,...-------..v------"'-'=-;,;-• "-=-----~-------..• D(O 02) U0.06) • V D!0.1 l L/0.31 6x12 Span = 13.50 ft ~plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.020, L = 0.060 ksf, Extent = 0.0 --» 4.0 ft, Tributary Width = 5.0 ft, (DECK) Uniform Load : D = 0.020, L = 0.060 ksf, Extent = 4.0 --» 13.50 ft, Tributary Width= 1.0 ft, (DECK) Uniform Load: D = 0.1050 ksf, Extent = 5.0 --» 13.50 ft, Tributary Width = 1.0 ft, (SPA WEIGHT) Point Load : D = 0.850, L = 0.270 k@ 4.0 ft, (RB-1A) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span o.s1a 1 6x12 778.03psi 1,350.00psi +D+L+H 4.188ft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.090 in Ratio= 0.000 in Ratio= 0.226 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+L+H Lenqth = 13.451 ft 0.576 0.335 1.00 1.000 1.00 1.00 1.00 Lenqth = 0.04927 ft 0.006 0.335 1.00 1.000 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 Lenqlh = 13451 fl 0.274 0.142 1.25 1.000 1.00 1.00 1.00 Lenqth = 0.04927 ft 0.003 0.142 1.25 1.000 1.00 1.00 1.00 +D+0. 750Lr+0.750L +H 1.000 1.00 1.00 1.00 Lenqth = 13.451 ft 0.414 0.237 1.25 1.000 1.00 1.00 1.00 Lenqlh = 0.04927 ft 0.005 0.237 1.25 1.000 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 1800 >=360 0 <360 715 >=240 0<240 C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 7.86 778.03 0.09 8.59 4.67 462.35 0.06 5.53 7.05 698.04 0.08 7.82 F'b 0.00 1350.00 1350.00 0.00 1687.50 1687.50 0.00 1687 50 1687.50 Design OK V 0.00 2.40 1.58 0.00 1.27 1.01 0.00 2.12 1.44 0.335 : 1 6x12 57.03 psi 170.00 psi +D+L+H 0.000ft Span# 1 Shear Values fv 0.00 F'v 0.00 57.03 170.00 57 03 170.00 0.00 0.00 30.18 212.50 30.18 212.50 0.00 0.00 50.32 212.50 50.32 212.50 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam ,., DESCRIPTION: 08-2 W/ SPA Load Combination Max Stress Ratios Segment Length Span # M V +D+0. 750L +0. 750S+H Len~th = 13.451 ft 0.450 0.257 Len~th = 0.04927 ft 1 0.005 0.257 Overall Maximum Deflections Load Combination +D+L+H ---- Vertical Reactions Load Combmalion Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +D+0. 750Lr+0.750L+H +0+0. 750L +0. 750S+H DOnly L Only Span 1 Cd C FN Ci Cr Cm 1.000 1.00 1.00 1.00 1.15 1.000 1.00 1.00 1.00 1.15 1.000 1.00 1.00 1.00 Max. •. • Den Location in Span 0.2264 ~4 Project Title: Horowitz Remodel Engineer: AL 27 Project ID: 21344 Project Descr: Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination M Printed 26 JUL 2022. 11 25PM 1 e: orowtz Remooel:ecb Software copyriglt ENERCALC, INC. 1983-2020, Build:12.20.5.31 -• Moment Values Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 7.05 698.04 1552.50 2.12 50.32 195.50 0.08 7.82 1552.50 1.44 50.32 195.50 Max. • + • Defl Location in Span --0.0000 ~o Support notation : Far left is #1 Values in KIPS Support 1 2.792 1.413 2.792 1.379 2.439 2.439 1.379 1.413 Support 2 -1766 0.627 1.766 1.138 1609 1.609 1.138 0.627 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: 28 Printed 26 JUL 2022, 11 • 18PM QuallsEn .com Wood Beam ile: orowitZ Rem e .ec6 Software copYf911 ENERCALC, INC. 1983-2020, Build:12.20.5.31 ,., DESCRIPTION: DB-3 W/ SPA CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 _!!aterial Properties .. Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb • 3,100.0 psi 3,100.0 psi 3,000.0 psi 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 Ft : Beam is Fully Braced against lateral-torsional buckling DO 856 5.25x14 Span = 13.50 ft 750.0 psi 285.0 psi 1,950.0 psi Density 41.760pcf ~plied Loads Service loads entered. Load Factors will be applied for calculations. ------- Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 6.750 ft, (DECK) Uniform Load : D = 0.0350, Tributary Width = 1.0 ft, (GUARDRAIL) Uniform Load : D = 0.1070 ksf. Extent = 0.0 ··» 8.50 ft, Tributary Width = 8.0 ft, (SPA) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.642 1 5.25x14 1,955.81 psi 3,047.36psi Maximum Shear Stress Ratio Section used for this span +D+L+H 6.208ft Span# 1 0.127 in Ratio = 0.000 in Ratio= 0.375 in Ratio = 0.000 in Ratio = Load Combination Location of maximum on span Span # where maximum occurs 1277 >=360 0<360 432 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb +D+L+H Length = 13.451 ft 0.642 0.527 1.00 0.983 1.00 1.00 1.00 1.00 1.00 27.95 1,955.81 Length = 0.04927 ft 0.007 0.527 1.00 0.983 1.00 1.00 1.00 1.00 1.00 0.31 21.72 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 0.345 0.292 1.25 0.983 1.00 1.00 1.00 1.00 100 18.81 1,316.07 Length = 0.04927 ft 0.003 0.292 1.25 0.983 1.00 1.00 1.00 1.00 1.00 0.18 12.33 +D+O. 750Lr+0.750L +H 0.983 1.00 1.00 1.00 1.00 1.00 Len!]th = 13.451 ft 0.471 0.389 1.25 0.983 1.00 1.00 1.00 1.00 1.00 25.66 1,795.55 Len!]th = 0.04927 ft 0.005 0.389 1.25 0.983 1.00 1.00 1.00 1.00 1.00 0.28 19.38 +D+0.750L +0. 750S+H 0.983 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 0.512 0.423 1.15 0.983 1.00 1.00 1.00 1.00 1.00 25 66 1,795.55 F'b 0.00 3047.36 3047.36 0.00 3809.19 3809.19 0.00 3809.19 3809.19 0.00 3504.46 Design OK 0.527 : 1 5.25x14 150.30 psi 285.00 psi +D+L+H V 0.00 7.36 5.64 0.00 5.09 3.37 0.00 6.80 5.07 0.00 6.80 0.000 ft Span# 1 Shear Values Iv F'v 0.00 0.00 150.30 285.00 150.30 285.00 0.00 0.00 103.88 356.25 103.88 356.25 0.00 0.00 138.69 356.25 138.69 356.25 0.00 0.00 138.69 327.75 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 ,. QuallsEng._co_m __ Wood Beam '" DESCRIPTION: DB-3 WI SPA Load Combination Max Stress Ratios Segment Length Span # M V Len~th = 0.04927 ft 1 0.006 0.423 Overall Maximum Deflections Load Combination +O+L+H Span 1 Cd C FN 1.15 0.983 Ci Cr 1.00 1.00 Max. "." Oefl Location in Span 0.3748 6.602 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 29 Project Descr: Pronted 26 JUL 2022. 11 1 SPM 1 e: orOWilZ Rem .ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Moment Values Cm Ct CL M lb 1.00 1.00 1.00 0.28 19.38 Load Combination F'b 3504.46 •. Shear Values V Iv F'v 5.07 138.69 327.75 Max. "+·· Oen Location in Span --0.~ 0.000 Vertical Reactions Load Combination Support notation: Far left is #1 Values in KIPS Overall MAXimum Overall MINimum +O+L+H +O+Lr+H +0+0.750Lr+0.750L+H +O+O. 750L +O. 750S+H OOnly L Only Support 1 ------g:(f11 2.734 9.011 6.277 8.327 8.327 6.277 2.734 Support 2 -n1s 2.734 6316 3.582 5.632 5.632 3.582 2.734 ------ Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas. CA 92024 (760) 652-9257 QuallsEn .com Wood Beam ,., DESCRIPTION: FH-1 W/ SPA CODE REFERENCES Project Title: Horowitz Remodel Engineer: AL Project lD: 21344 30 Project Descr: Printed 26 JUL 2022. 11 16PM ile: orowllZ emodel.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 •. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced D(0.428) Applied Loads Beam self weight calculated and added to loads ' Fb + Fb - Fe -Prll Fe -Perp Fv Ft D 0.1 D(0.09) L 0.27 7x11.875 Span= 10.0 ft 3,100.0psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf Service loads entered. Load Factors will be applied for calculations. ----- Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width = 4.50 ft, (DECK) Uniform Load : D = 0.10 , Tributary Width = 1.0 ft, (LA CANTINA DOOR) Uniform Load : D = 0.1070 ksl. Extent = 0.0 --» 5.0 ft, Tributary Width = 4.0 It, (SPA) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location or maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.211:1 7x11.875 Maximum Shear Stress Ratio Section used for this span 64 7.41 psi 3,075.27psi +D+L+H 4.416ft Span# 1 0.031 in Ratio= 0.000 in Ratio = 0.081 in Ratio = 0.000 in Ratio= Load Combination Location or maximum on span Span # where maximum occurs 3841 >=360 0 <360 1484 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb +D+H Length = 10.0 ft 0.147 0.144 0.90 1.000 1.00 1.00 1.00 1.00 0.99 557 406.25 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 0.211 0.198 1.00 1.000 1.00 1.00 1.00 1.00 0.99 8.88 647.41 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 0.106 0.103 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.57 406.25 +D+0.750Lr+0. 750L +H 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 0.153 0.145 1.25 1.000 1.00 1.00 1.00 1.00 0.99 805 586.83 +D+0. 750L +0. 750S+H 1.000 1.00 1.00 1.00 1.00 0.99 Length = 100ft 0.166 0.157 1.15 1.000 1.00 1.00 1.00 1.00 0.99 8.05 586.83 F'b 0.00 2770.24 0.00 3075.27 0.00 3834.94 0.00 3834.94 0.00 3531.58 Design OK 0.198 : 1 7x11.875 56.40 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Shear Values V Iv 0.00 0.00 F'v 0.00 2.04 36.85 256.50 0.00 0.00 0.00 3.13 56.40 285.00 0.00 0.00 0.00 2.04 36.85 356.25 0.00 0.00 0.00 2.86 51.51 356.25 0.00 0.00 0.00 2.86 51.51 327.75 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 31 Project Descr: QuallSEillJ.COm ________________ _ [ Wood Beam Printed 26 JUL 2022 11 16PM lie: orowu emodel.ec6 ENERCALC, INC. 1983-2020, Build:12.20.5.31 ,., DESCRIPTION: FH-1 W/ SPA Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MIN1mum +D+H +D+L+H +D+Lr+H +D+0. 750Lr+0. 750L +H +D+0. 750L +0. 750S+H DOnly L Only Span 1 Max. ". • Defl Location in Span Load Combination 0.0809 4.891 Suppon notation : Far left is #1 Suppon 1 4.026 1.350 2.676 4.026 2.676 3.688 3.688 2.676 1.350 Support 2 2.956 1.350 1.606 2.956 1.606 2.618 2.618 1.606 1.350 Software c . . Max. "+ • Defl Location in Span 0.0000 0.000 Values in KIPS Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 9202 4 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 32 Project Descr: (760) 652-9257 QuallsEn .com Printed 26 JUL 2022. 11:31PM Wood Beam 1,1 DESCRIPTION: FH-2 W/ SPA CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019 , ASCE 7-16 Load Combination Set: ASCE 7-16 ~aterial Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced D( 3.437 "'"'"'"31 . -. -. Fb + Fb - Fe -Prll Fe -Perp Fv Ft D 0.428 D 0.1 D(0.135) ' D(0.1) Lr(0.1 l D(0.135) U0.405) 7x11.875 Span = 10.50 ft .ec Software copyr' ENERCALC, INC. 1983-20 3,100.0psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi • . . .. E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83 ksi Density 41.760pcf -. -. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.060 ksf, Extent = 1.0 ··» 10.0 ft, Tributary Width= 6.750 ft. (DECK) Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 5.0 ft, (ROOF ABV) Uniform Load : D = 00150 ksf, Tributary Width = 9.0 ft, (WALL ABV) Point Load : D = 3.437, Lr = 2.515, L = 2.063 k @ 1.0 ft, (FB-2) Point Load : D = 1380, L = 1.410 k@ 1 250 ft, (DB-2) Point Load : E = 2.50 k @ 1.0 ft, (HD) Uniform Load : D = 0.10 , Tributary Width= 1.0 ft. (LA CANTINA) Uniform Load : D = 0.1070 ksf, Tributary Width = 4.0 ft, (SPA WEIGHT) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 0.542 1 7x11.875 1,667.31 psi 3,074.06psi Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+L+H 4.637ft Span # 1 0.079 in Ratio= 0.000 in Ratio = 0.242 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm +D+L+H Len9th = 10.50 ft 0.542 0.831 1.00 1.000 1.00 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 1.00 Len9th = 10.50 ft 0.345 0.556 1.25 1.000 1.00 1.00 1.00 Load Combination Location of maximum on span Span # where maximum occurs 1601 >=360 0<360 521 >=240 0<240 Ct CL 1.00 0.99 1.00 0.99 1.00 0.99 Moment Values M fb 22.88 1,667.31 18.14 1,322.04 F'b 0.00 3074.06 0.00 3832.93 Design OK 0.831 : 1 7x11.875 236.77 psi 285.00 psi +D+L+H V 0.00 0.000ft Span # 1 Shear Values fv 0.00 F'v 0.00 13.13 236.77 285.00 0.00 0.00 0.00 10.99 198.18 356.25 Qualls Engineering Structural Engineering Services 4403 Manchester Ave #203 Encinitas, CA 92024 (760) 652-9257 QuallsEn .com Wood Beam ,., DESCRIPTION: FH-2 W/ SPA Load Combination Segment Length +D+0. 750Lr+0. 750L +H Max Stress Ratios Span# M V Len9th = 10.50 ft 0.439 0.706 +D+0. 750L +0. 750S+H Len9th = 10.50 ft 0.434 0.656 + 1.111 D+ 1.344E+0.60H Len9th = 10.50 ft 0.283 0.484 +0.4894D+ 1.344E +H Len9th =10.50ft 1 0.141 0.281 Cd C FN 1.000 1.25 1.000 1.000 1.15 1,000 1.000 1.60 1.000 1.000 1.60 1.000 Overall Maximum Deflections '-------Load Combination Span Max."." Den +D+0. 750Lr+0.750L +H 1 0.2416 Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 5.097 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 33 Project Descr: Printed· 26 JUL 2022, 11 :31 PM ile: orowitz Remode .ec6 Software cop ight ENERCALC, INC. 1983-2020, Build:12.20.5.31 • Moment Values Shear Values Ct CL M fb F'b V fv F'v 1.00 0.99 0.00 0.00 0.00 0.00 1 00 0.99 2308 1,682.09 3832.93 13.94 251.52 356.25 1.00 0.99 0.00 0.00 0.00 0.00 1 00 099 21.00 1,530.56 3529.92 11.92 214.93 327,75 1.00 0.99 0.00 0.00 0.00 0.00 1.00 099 18.97 1,382.85 4887.20 12.24 220.75 456.00 1.00 0.99 0.00 0.00 0.00 0.00 1.00 0.99 9.49 691.40 4887.20 7 09 127.95 456.00 Load Combination Max."+" Dell Location in Span 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14J70 7.539 Overall MINimum 2.262 0.238 +D+L+H 13.881 7.534 +D+Lr+H 11.837 6.025 +D+0. 750Lr+0.750L +H 14.770 7.539 +D+0. 750L+0. 750S+H 12.670 6.966 +D+0.70E +0.60H 10.620 5.427 +0.60D+0. 70E +H 7.005 3.323 DOnly 9,036 5.260 Lr Only 2.800 0.765 L Only 4.844 2.274 E Only 2.262 0238 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Column 1,1 DESCRIPTION: CORNER POST @ FH-1 & FH-2 Code References Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information cc_ _______ _ Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9 ft Wood Species Boise Cascade Wood Grade Versa Lam Column 1.7 2650 VI Fb + 2,650.0 psi Fv 285.0 psi Fb -2,650.0 psi Ft 1,500.0 psi Fc -Prll 3,000.0 psi Density 41.760 pct Fe -Perp 750.0 psi Project Title: Horowitz Remodel Engineer: AL 34 Project ID: 21344 Project Descr: Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Printed 27 JUL 2022, 10:34AM i : orow1tz emooe .ec6 Sollware cop • ENERCALC, INC. 1983-2020, Build:12.20.8.24 3.5x9.25 Boise Cascade VersaLam . . 3.50 in Allow Stress Modification Factors 9 .250 in Cf or Cv for Bending 32.375 in'2 Cf or Cv for Compression Area Ix 230.840 in'4 Cf or Cv for Tension 1.0 1.0 1.0 1.0 ly 33.049 in'4 Cm : Wet Use Factor Ct : Temperature Factor 1 . 0 Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending 1,700.0 881 .30 y-y Bending 1,700.0 881.30 Axial Kl : Built-up columns 1.0 Basic 1,700.0 ksi Use Cr : Repetitive? No Minimum Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 9 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 9 ft. K = 1.0 Applied Loads __________ _ ________ S_e_rv_ic_e_loads entered. Load Factors will be applied for calculations. Column self weiqht included : 84.499 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 11.712, Lr= 2.80, L = 6.194, E = 2.620 k DESIGN SUMMAR_Y ________ _ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NOS Forumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My F C : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.7714 : 1 +D+0.750Lr+0. 750L Comp Only, fc/Fc' 0.0ft 18.542k 0.0 k-ft 0.0 k-ft 742.49 psi 0.0 : 1 +0.60D+0.70E 9.0ft 0.0 psi 456.0 psi Load Combination_R_e:...:s_u_lt_s _______ _ Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... fu:ill!i!!g Compression To!!.m!! Co 0.900 1.000 1.250 1.250 1.150 1.600 1.600 1.600 1.600 Cp 0.272 0.246 0.198 0.198 0.215 0.156 0.156 0.156 0.156 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Load Combination D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D +D+0.70E +D+0. 750L +0.5250E +0.60D+0.70E Stress Ratio Status Location 0.4968 PASS 0.0 ft 0.0 PASS 9.0 ft 0.7542 PASS 0.0ft 0.0 PASS 9.0 ft 0.6072 PASS 0.0 ft 0.0 PASS 9.0 ft 0. 7714 PASS 0.0 ft 0.0 PASS 9.0 ft 0.6858 PASS 0.0 ft 0.0 PASS 9.0 ft 0.2926 PASS 0.0 ft 0.0 PASS 9.0 ft 0.5636 PASS 0.0 ft 0.0 PASS 9.0 ft 0.7367 PASS 0.0 ft 0.0 PASS 9.0 ft 0.3685 PASS 0.0 ft 0.0 PASS 9.0 ft Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Column ,., DESCRIPTION: CORNER POST @ FH-1 & FH-2 Maximum Reactions X-X Axis Reaclion k Load Combination DOnly +D+L +D+Lr +O+0. 750Lr+0.750L +D+0.750L +0.600 +0+0.70E +0+0. 7 SOL +0. 5250E +0.60D+0.70E Lr Only L Only E Only @ Base @ Top Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection D Only 0.0000 in +D+L 0.0000 in +D+Lr 0.0000 in +0+0. 750Lr+Q.750L 0.0000 in +D+0.750L 0.0000 in +0.600 0.0000 in +D+0.70E 0.0000 in +D+0.750L +0.5250E 0.0000 in +0.600+0.70E 0.0000 in Lr Only 0.0000 in L Only 0.0000 in E Only 0.0000 in Distance 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 35 Project Descr: Printed, 27 JUL 2022, 10:34AM 1 : orowItz emodel.ec6 Software cop i ht ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Y-Y Axis Reaction @Base @Top ______ N_o_te: Only non-zero reactions are liste~ Axial Reaction @Base My -End Moments k-ft Mx -End Moments @ Base @ Top @ Base @ Top fl ft ft ft ft ft ft fl ft ft It ft 11.796 17.990 14.596 18.542 16.442 7.078 13,630 17.817 8.912 2.800 6.194 2.620 Max. Y-Y Deflection Distance 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0,0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 0.0000 in 0.000 ft ft ft ft ft ft ft ft ft ft ft ft Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Column ,., DESCRIPTION: CORNER POST @ FH-1 & FH-2 Sketches Load 1 3.5x9.25 3.50 in +X Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 36 Project Descr: Printed: 27 JUL 2022, 10:34AM .ec Software ight ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . 0 t Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 37 Project Descr: Pnnted: 17 FEB 2022, 1.17PM Wood Beam , .. .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: FH-3 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 : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced . ' ' . Fb + Fb - Fe · Prll Fe -Perp Fv Ft D(O 1) 0(0.135) L(027) D(0 .• 135) 0(0.105) vlr(0.105) ' 3.5x11.875 Span= 10.0 ft 3,100.0 psi 3, 1 oo.o psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0psi E 2\ . . - E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf E(-.78 ' V Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0 020, Lr = 0.020 ksf. Tributary Width = 5.250 ft, (ROOF ABV) Uniform Load : D = O.Ql 50 ksf. Tributary Width= 9.0 ft, (WALL ABV) Uniform Load : D = 0.020, L = 0.040 ksf. Tributary Width = 6.750 ft, (FLOOR) Point Load : E = 2.0 k @ 6.750 ft, (HD) Point Load : E = -1.780 k @ 9.750 ft, (HD) Uniform Load : D = 0 10 , Tributary Width = 1.0 ft, (LA CANTINA DOOR) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual 0.470 1 3.5x11.875 1,379.34psi 2,935.15osi +D+L+H Maximum Shear Stress Ratio Section used for this span fv: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span Max."." Den 5 000ft Span# 1 0.062 in Ratio= -0.058 in Ratio = 0.190 in Ratio = 0.000 in Ratio = Location in Span Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1920 >=360 2083 >=360 633 >=240 0 <240 Load Combination Design OK 0.385 : 1 3.5x11.875 109.64 psi 285.00 psi +D+L+H 0.000ft Span# 1 Max. "+" Den Location in Span +D+O. 750L +0.750S+0.5250E +H 1 0.1896 5073 ------~o~.o~o=oo 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.842 3.842 Overall MINimum -0.606 0.386 +D+L+H 3.785 3.785 +D+Lr+H 2.960 2.960 +D+0.750Lr+0.750L +H 3.842 3842 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam ,., DESCRIPTION: FH-3 Vertical Reactions Load Combination +D+0.750L+0.750S-+H~---- +D+0.70E +0.60H +D-0.70E+0.60H +D+O. 7 SOL +O. 7 50S+0.5250E +H +D+O. 750L +0.750S-O 5250E +H +0.600+0.70E +H +0.60D-0.70E +H D Only Lr Only L Only E Only E Only' -1.0 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 38 Project Descr: Printed· 17 FEB 2022, 1 17PM File: Horowitz e e .ec Software copyr' ENERCALC, INC. 1983-2020, Build:12.20.8.24 •. Support notation : Far left is #1 Values in KIPS --------Support 1 Support 2 ----~3~.4~4~8-3.448 2.859 2.165 2.011 2.705 3.766 3.245 3.130 3.650 1.885 1.191 1.037 1.731 2.435 2.435 0.525 0.525 1.350 1.350 0.606 -0.386 -0.606 0.386 Qualls Engineering Project Title: Horowitz Remodel 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam Engineer: AL Project ID: 21344 Project Descr: 39 Pnnled 17 FEB 2022. 1 42PM .ec6 Software ight ENERCAlC, INC. 1983-2020, Build:12.20.a.2• I• I • • DESCRIPTION: FH-4 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 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb- Fc -Prll Fe -Perp Fv Ft 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi 010.0266) r0532) (O.l 5) I : oco 4 1 ) L <0.41 ) 6x12 Span = 5.250 fl E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf l Applied Loads __ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 20.50 ft. (ROOF ABV) Uniform Load : D = O.D150 ksf, Tributary Width = 9.0 ft, (WALL ABV) Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) Uniform Load : D = 0 020, Lr = 0.020 ksf. Tributary Width = 3.0 ft. (ROOF BLW) Point Load : D = 1.650, Lr = 1.620 k @ 3. 750 ft, (RH-3) Point Load : D = 1.190, L = 1.710 k@ 2.750 ft, (FB-6) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+L+H +D+Lr+H +0+0.750Lr +0.750L +H Span 1 0.552 1 6x12 740.B9psi 1,342.94psi +D+L+H 2.759 ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.013 in 0.000 in 0.03B in 0.000 in Ratio = 4813 >=360 Ratio = 0 <360 Ratio = 1662 >=240 Ratio = 0 <240 Max."." Defl Location in Span Load Combination 0.0379 2. 721 Support notation : Far left is #1 ------Support 1 4.720 0.954 3.686 4.429 4.720 Support 2 6.066 1.035 4.531 5.887 6.066 Design OK 0.566: 1 6x12 120.27 psi 212.50 psi +D+O. 750Lr +0.750L +H 4.292 ft Span# 1 Max. "+" Defl Location in Span 0.0000 0:000 Values in KIPS Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Wood Beam I ,I DESCRIPTION: FH-4 Vertical Reactions Load Combination +D+0.750L+0. 750S+H +D+0. 70E+0.60H +D-0.70E +0.60H +D+0. 750L +0.750S+0.5250E +H +D+0. 750L +0. 750S-0.5250E +H +0.60D+0. JOE +H +0.60D-0.70E +H DOnly Lr Only L Only E Only· ·1.0 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 40 Project Descr: Pnnted 17 FEB 2022. 1 42PM Software Support notation: Far left is #1 Values in KIPS Support 1 Support 2 3M7 4272 2.732 3.496 2.732 3.496 3.447 4.272 3.447 4.272 1 .639 2.098 1 .639 2.098 2.732 3.496 1 .697 2.391 0.954 1 .035 Qualls Engineering 41 Structural Engineering Services Sheet: Pro1ect: Horowitz Remodel Job #: _2_1 '\_4_-l __ _ Engineer: -'-,\-=-L __________ _ Date: Lateral Analysis Tributary Arca (ftl Level Component Weight (psf) Tributary Tributary Weight IWeight Length (ft) Height (ft) (lbs) (lbs) ;\lain Roof 20 1,970 39,400 Roof Roof Deck 20 0 0 50.775 Exterior \',;'all IS 105 10.0 15,750 l nrcrior \X"aU -100 10.0 7.000 Main Floor 20 1,970 39.400 Deck 20 480 9.600 2nd Floor Lower Roof 15 600 9.000 80.535 Exterior \X"all 15 128 9.0 17.280 lntenor Wall 7 80 9.0 5,040 ... 131,310 C, (ASD) W (lbs) V (lbs) 0.11 3 131.310 14,819 Level W, (kips) h, (ft) W,h, k (k-ft) ~ V, (lbs) Arca (ft') V, (psf) l:(W,h:) Roof 50.8 19 965 0.57 8,462 1.970 4.3 2nd Floor 80.5 9 725 0.-13 6.357 3,050 2.1 \'. 1.690 ~: 6.4 C, X k 0.02 19 0.75 0.18 1.0 Wind Check Ps 10.2 North-South East-West Level Height (ft) Diaphragm V, (psf) Depth (ft) Level Height (ft) Diaphragm V, (psf) Depth (ft) Roof Peak 22 -Roof Peak 22 - Roof 19 51 1.6 Roof 19 49 1.7 2nd Floor 9 64 1.5 2nd Floor 9 49 2.0 ~: 3.1 ,-. 3.6 Direction Governing Load Nonh-South Seismic I 6.4 psf East-\X'est Seismic I 6.4 psf 42 Qualls Engineering Structw-al Engineering Services Horowitz Remodel heec: Engineer: -=-AL=---------- Job#: 21344 Date: LATERAL DESIGN V Offset Level v. (psf) Grid Trib Area (tt2) V Direct V Directly (lbs) Above (lbs) Above (lbs) B&C 71 3 3,060 -- Roof 4.3 D 160 687 -- E 960 4,124 -- F(1-3) 138 59 1 -- B&C 655 1,365 3,060 D 970 2,022 687 D.8 820 1,709 0 4,124 2nd Floor 2.1 E.5 508 1,058 0 F(1-3) 198 412 591 F(4-5) 205 427 0 G 120 250 0 North-South Wall Len!!th (ft Level Grid Wall 1 Wa!l 2 Wall 3 Total Minimum B&C 5 6 11 5 D 3 3 3 Roof E 5.75 3.75 4.75 14.25 3.75 F(l-3) 6 6 6 B&C 4.5 7 11.5 4.5 D 6.5 6.5 6.5 D.8 12 12 12 2nd Floor E.5 10 lO 10 F(l-3) 12 12 12 F(4-5) 2 2 4 2 G 8 8 8 OVERTURNING: North-South L.. min (ft) V (plf) Add'! M0, (ft-lbs) M0, (ft-lbs) RoofTrib (ft) B&C 5 278 12 520 19 Roof D 3 229 6 185 5 E 4.75 289 12,371 3 B&C 4.5 444 12.520 30 491 22 D 6.5 41 7 6185 30 568 5 2nd Floor D.8 12 486 52,495 F/4-Sl 2 107 1 923 5.5 North-South L,,,min (ft) v (plf) M,cs (ft-lbs) C (lbs) T (lbs) HD B&C 5 278 6,438 2 504 1 488 MSTC40 Roof D 3 229 1,058 2062 1 783 MSTC40 E 4.75 289 2.200 2 604 2 239 MSTC52 B&C 4.5 444 8.606 6 776 5 266 HDUS D 6.5 41 7 10 943 4 703 3 374 HDU4 2nd Floor D.8 12 486 21,096 4,375 2,987 HDU2 F< 4-5) 2 107 490 961 768 HDU2 V Cumulative (lbs) 3,060 687 4,124 591 5,103 - 2,709 5,833 1,058 1,002 427 250 v (olfi 278 229 289 98 444 417 486 106 84 107 31 \.. 1,c:1.L DI'. :--1' \ \\'I .1c;1 n = '-6JHHl#, ll. I 13 = (1"8# ==> U65 +,.ow+ C,"8 = 5,IIJJ# h:2w SW Type 1.00 4E 1.50 4E 1.00 4E 1.00 EXISTING6E 1.00 3E 1.00 3E 1.00 3E 1.00 EXISTING6E 1.00 EXISTING 6E 2.00 EXISTING 6E 1.00 EXISTING 6E Floor Trib (ft) Ext Wall (ft) Int Wall (ft) 9 9 9 7 18 11 9 9 11.5 9 9 Capacity (lbs) DCR 1 920 0.77 1 920 0.93 3 455 0.65 5,645 0.93 4 565 0.74 3,075 0.97 3 075 0.25 Qualls Engineering Structural Engineering Services Direction Controlling Load East-West Seismic Level Vx (Psf) Roof 4.3 2nd Floor 2.1 East-West Level Grid 1 Roof 2 3&4 5 1 2 2nd Floor 3&4 5 OVERTURNING: East-West I_. min (ft 2nd Floor 3&4 3.75 Grid 1 2 3&4 5 1 2 3&4 5 Wall 1 10 14.5 9 8 10 20 3.75 6 Project: Horowitz Remodel Engineer: AL Sheet: 43 Job#: 21344 Dare: ---------- LATERAL DESIGN Trib Area V Direct V Directly V Offset V Cumulative (tt2) (lbs) Above (lbs) Above (lbs) (lbs) 400 1,718 --1,718 685 2,942 --2,942 585 2,513 --2,513 300 1,289 --1,289 675 1,407 1,718 3,125 880 1,834 2,942 4,777 1,015 2,116 2,513 4,628 480 1,001 1,289 2,289 Wall Len1?:th ( ft Wall2 Wall 3 Total Minimum V (plf) h:2w SW Type 10 10 172 1.00 EXISTING 6E 14.5 14.5 203 1.00 EXISTING4E 10 19 9 132 1.00 EXISTING4E 8 8 161 1.00 EXISTING 6E 6 16 6 195 1.00 EXISTING4E 20 20 239 1.00 EXISTING 4E 11 14.75 3.75 314 1.20 4E 5 11 5 208 1.00 EXISTING4E RoofTrib ft) Floor Trib (ft) Ext Wall (ft Int Wall (ft) 10 712 21 303 2 1.33 18 East-West Lw min (ft) M,es (ft-lbs) C (lbs) T (lbs) HD Ca acity (lbs) DCR 2nd Floor 3&4 3.75 1 354 5,681 5 396 HDU5 5 645 0.96 L------''------'--....__~ _ _._..;;...;;,.;;___.._;;.i..:..;...;;.....a.__,;_;___;;,.;;,,.,..1, ___ ""--'-''----'-....;;.;,;...,;;...J Qualls Engineering Structural Engineering Services Project: Horowitz Remodel Engineer: AL -~-------- STEEL CANTILEVER COLUMN DESIGN (SCCS) -GRIDLINE A: A1 = 350FT' / 2 = 175FT- VR-G, = 175Vr' x 2.tPSF = 368# + 6,000x0.1 13 = 1,046# v. "= 1,046# (6.5/2.5) = 2,720# Vrn•rn1.L'"~ = 2,720# / 2 columns => 1,360#/col. (ASD) ==> 1,904# (LRFD) 10' ALLOWABLE DEFLECTJO 1: 0,u. = 0.025xH/Cd 0 11.1. = 0.025x(10'x12")/2.5 6\IJ = ·1.20" USE: Sheet: 44 Job #: 21344 Date: secs CASCE7-t6}: R = 2.5 c. = 2.5 SPA \VEIGHT: MA...-"'\ \VT. = 6,000# HSS S"x5"x1 /2" STEEL COLU I w/ 3'-0" SQ. x 4'-9" DEEP FOOTl G O M\). > o \IJ.()\\ 1.2" > 1.1" •SEE E lERCALC Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column DESCRIPTION: SCCS-GRID Aw/ SPA Code References Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Software Pnnted 27 JUL 2022 10.23AM .ec ENERCALC, INC. 1983-2020, Build:12.20.8.24 . . Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus A~d Loads HSS5x5x1/2 Load Resistance Factor 50.0 ksi 29,000.0 ksi Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft. K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 2.1 ~rv1ce loads entered. Load Factors will be applied for calculalions Column self weight included : 283.039 lbs· Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 1.90, L = 4.0 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 1.904 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 ... Pu 0.9' Pn Mu-x 0.9 • Mn-x : Mu-y 0.9' Mn-y : PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Al maximum location values are ... Vu : Applied Vn • Phi : Allowable Load Combination Results 0.4251 : 1 + 1.358D+L +E 0.0 ft 6.965 k 92.856 k -19.040 k-ft 49.125 k-ft 0.0 k-ft 49.125 k-ft 0.02524 : 1 +1 .358D+L +E 0.0 ft 1.904 k 75.435 k Maximum Axial + Ben~inQ Stre~s Ratios Cbx Load Combination + 1.40D + l .20D+ l .60L + 1.20D+L +1.20D +0.90D + 1.358D+L+E +0.7420D+E Maximum Reactions Load Combination D Only +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L +0.5250E Stress Ratio Status 0.033 PASS 0.097 PASS 0.071 PASS 0.028 PASS 0.021 PASS 0.425 PASS 0.396 PASS Axial Reaction @Base 2.183 6.183 5.183 1.310 2.183 5.183 Location 0.00ft 1.67 0.00 ft 1.67 0.00 ft 1.67 0.00 ft 1.67 0.00 ft 1.67 0.00 ft 1.67 0.00 ft 1.67 X-X Axis Reaction k @ Base @ Top Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 1.904 k Along Y-Y 1.013 in at 10.0ft above base for load combination : +D+O. 70E Along X-X 0.0 in at 0.0ft above base for load combinauon : Cby KxLx/Rx 1.00 138.46 1.00 138.46 1.00 138.46 1.00 138.46 1.00 138.46 1.00 138.46 1.00 138.46 Y-Y Axis Reaction @Base @Top 1.333 1.000 Maximum Sh~ar RaliQS KyLy/Ry Stress Ratio Status Location 138.46 0.000 PASS 0.00 ft 138.46 0.000 PASS 0.00 ft 138.46 0.000 PASS 0.00 ft 138.46 0.000 PASS 0.00 ft 138.46 0.000 PASS 0.00 ft 138.46 0.025 PASS 0.00 ft 138.46 0.025 PASS 0.00 ft Note: Only non-zero reactions are listed Mx • End Moments k-ft My • End Moments @ Base @ Top @ Base @ Top -13.328 -9.996 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Software 46 Printed 27 JUL 2022. 10.23AM 1 : orOW1tZ emode .ec ENERCALC, INC. 1983-2020, Blitd:12.20.8.2◄ I• I • • DESCRIPTION: SCCS-GRID Aw/ SPA Maximum Reactions Axial Reaction Load Combination @Base ---+0.60D+0.70E 1.310 L Only 4.000 E Only Extreme Reactions Axial Reaction Item Extreme Value @Base Axial @ Base Maximum 6.183 Minimum Reaction, X-X Axis Base Maximum 2.183 Minimum 2.183 Reaction, Y -Y Axis Base Maximum Minimum 2.183 Reaction, X-X Axis Top Maximum 2.183 Minimum 2.183 Reaction, Y-Y Axis Top Maximum 2.183 Minimum 2.183 Moment. X-X Axis Base Maximum 2.183 Minimum Moment. Y-Y Axis Base Maximum 2.183 Minimum 2.183 Moment. X-X Axis Top Maximum 2.183 Minimum 2.183 Moment. Y-Y Axis Top Maximum 2.183 Minimum 2.183 Maximum Deflections for Load Combinations Load Combination DOnly Max. X-X Deflection +D+L +D+0.750L +0.60D +D+0.70E +D+0. 750L+0.5250E +0.60D+0.70E L Only Steel Section Pro erties 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS5x5xl /2 X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top -19.040 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft k Y • Y Axis Reaction @Base @Top --1.3~-- k 1.904 Y-Y Axis Reaction @Base @Top 1.904 1.904 1.904 Max. Y • Y Deflection 0.000 in 0.000 in 0.000 in 0.000 In 1.013 in 0.760 in 1.013 in 0.000 in Note: Only non-zero reactions are listed Mx • End Moments k-ft My • End Moments @ Base @ Top @ Base @ Top -13.328 -19.040 Mx • End Moments k-ft @Base @Top -19.040 -19.040 -19.040 ---Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 10.000 ft 10.000 ft 10.000 ft 0.000 ft My -End Moments @Base @Top Depth ~600 in•4 5.000 in I xx 26 00 in•4 Design Thick Width Wall Thick Area Weight Veg 0.465 in 5.000 in 0.500 in 7.880 in•2 28.304 plf 0.000 in s xx 10.40 in•3 R xx 1.820 in Zx 13.100 in•J l yy 26.000 in•4 C 18.700 in•3 s yy 10.400 in•3 Ryy 1.820 in Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column I ,t DESCRIPTION: SCCS-GRID Aw/ SPA Sketches C 6 0 U") +Y • Load 1 5.00in +X Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: Software 47 Printed 27 JUL 2022 1023AM File: Horowttz Remodel.ec ENERCALC, INC. 1983-2020, &.ild:12.20.8.24 .. Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Pole Footing Embedded in Soil ,., DESCRIPTION: SCCS FTG -GRID Aw/ SPA Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape --- Pole Footing Width ............ . Rectangular 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. . Max Passive .................. . Controlling Values Governing Load Combination : + 1.111 D+O. 70E 250.0 pcf 2,000.0 psi Lateral Load 0. 9520 k Momeni 9.520 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Minilrum Required Depth Fooling Base Area Maximum Soil Pressure A lied Loads 384.199 psf 384.253 psf 4.625 ft 9.0 ft'2 0.7778 ksf Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: salware Point Load Soil Surface 48 Printed 27 JUL 2022. 10.24AM .ec ENERCALC, INC. 1983-2020, Build:12.20.81◄ •. No lateral restraint Lateral Concentrated Load (k) Lateral Distributed Loads (kif) Vertical Load (k) 1.80 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 1.360 k k 10.0 fl Load Combination Results Load Cormillllon D Only +O+L +0+0.750L +0.600 + 1.111D+0.70E + 1 .0830+0. 750L +0.5250E +0.48940+0.70E TOP of Load above ground surface BOTTOM of Load above ground surface Fortes @ GrW1d Siiface Loads -OO ___ Momercs -(ft.-) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.952 9.520 0.714 7.140 0.952 9.520 k/11 k/ft k/ft k/ft k/ft k/ft k/ft ft ft Requied Oepdl -(t) ---0.13 0.13 0.13 0.13 4.63 4.25 4.63 Presue at 1/3 Oepdl Aclual • (psi) Alow -(psf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 384.2 384.3 345.4 345.7 384.2 384.3 k 5.20 k k k k Sol Increase Fac:a 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Qualls Engineering Structural Engineering Services Project: H orowitz Remodel En1:,>ineer: AJ~ ---------- STEEL CANTILEVER COLUMN DESIGN (SCCS) -GRIDLINE B: A, = P 5FT0 / 2 = 88FT' V • .,, , = 88FT' x 2.1 PSF = 185# + 6,000x0. I 13 = 863# V • . , = 863# (6.5/2.5) = 2,244# \\,,,.,o,n " = 2,244#/col. (t\SD) ==> 3,141# (LRJ;D) ALLOWABLE DEFLECTION: 6.,, = 0.025xH/Cd 6,u = 0.025x(10'x12")/2.S 0111 = 1.20" USE: . heec: 49 Job#: 21344 Date: secs C,\SCE7-16): R = 2.5 Cd= 2.5 SPA \XIEJGHT: M,\X WT. = 6,000# HSS 6"x6"x3/8" STEEL COL M w / 4'-0" SQ. xS'-0" DEEP FOOTI G 8 ~u:--> 8 ,1.1.m, 1.2" > 1.1" "SEE E E RCALC Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column ,., DESCRIPTION : SCCS-GRID B w/ SPA Code References Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 Project Descr: satware so Printed 27 JUL 2022. 10.37AM File: orOWIIZ emodel.ec6 ENERCALC. INC. 1963-2020, Blild:12.20.8.24 .. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus Applied Loads HSS6x6x3/8 Allowable Strength 50.0 ksi 29,000.0 ksi Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft. K = 2.1 Y -Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft. K: 2.1 ~rv1ce loads entered. Load Factors will be applied for calculations Column self weight included : 27 4 .058 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 6.30, L = 2.70 k BENDING LOADS ... Lat. Point Load at 10.0 ft creating Mx-x, E = 3.141 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location or max.above base At maximum location values are .. Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.5970 : 1 +1.111 D+0.70E 0.0 ft 7.301 k 92.89B k -21.987 k-ft 39.421 k-ft 0.0 k-ft 39.421 k-ft 0.03540 : 1 +1 .111 D+0.70E 0.0 ft 2.1 99 k 62.105 k Ma~imum Axial + Bending Stress RatiQS Cbx Load Combination D Only +D+L +D+0.750L +0.60D + 1.11 lD+O. 70E + l .083D+0.750L+0.5250E +0.4894D+O. 70E Maximum Reactions Stress Ratio Status ---0.071 PASS 0.100 PASS 0.093 PASS 0.042 PASS 0.597 PASS 0.468 PASS 0.575 PASS ----- Load Combination DOnly +D+L +D+0.750L +0.60D +D+0.70E +D+0.750L+0.5250E Axial Reaction @Base 6.574 9.274 8.599 3.944 6.574 8.599 Location 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft X-X Axis Reaction @ Base @Top 1.67 1.67 1.67 1.67 1.67 1.67 1.67 Maximum Load Reactions . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 3.141 k Along Y-Y 1.10 in at 10.0ft above base for load combination : +D+0.70E Along X-X 0.0 in at 0.0ft above base for load combination : Cby KxLx/Rx 1.00 110.53 1.00 110.53 1.00 110.53 1.00 110.53 1.00 110.53 1.00 110.53 1.00 110.53 Y -Y Axis Reaction @Base @Top 2.199 1.649 Maximum Sbear RatiQS KyLy/Ry Stress Ratio Status Location 110.53 0.000 PASS D.00 ft 110.53 0.000 PASS 0.00ft 110.53 0.000 PASS 0.00 ft 110.53 0.000 PASS 0.00 ft 110.53 0.035 PASS 0.00 ft 110.53 0.027 PASS 0.00 ft 110.53 0.035 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top -21.987 -16.490 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 51 Project Descr: Printed 27 JUL 2022. 10.37AM _S_t_e_e-lC __ o_l_u_m_n-----------~--------~---------File: orOW1tz emooe .ecG Software ight ENERCALC, INC. 1983-2020, Build:12.20.8.24 I• I • • DESCRIPTION: SCCS-GRID B w/ SPA Maximum Reactions Load Combination +0.60D+0.70E L Only E Only Extreme Reactions Item Axial @ Base Reaction, X-X Axis Base Reaction, Y • Y Axis Base Reaction, X-X Axis Top Reaction, Y • Y Axis Top Moment, X-X Axis Base Axial Reaction @ Base 3.944 2.700 Axial Reaction Extreme Value @ Base Maximum --9.274 Minimum Maximum 6.574 Minimum 6.574 Maximum Minimum 6.574 Maximum 6.574 Minimum 6.574 Maximum 6.574 Minimum 6.574 Maximum 6.574 Minimum Moment Y-Y Axis Base Maximum 6.574 Minimum 6.574 Moment. X-X Axis Top Maximum 6.574 Minimum 6.574 Moment. Y-Y Axis Top Maximum 6.574 Minimum 6.574 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection DOnly 0.0000 in +D+L 0.0000 in +D+0.750L 0.0000 in +0.60D 0.0000 in +D+0.70E 0.0000 in +D+0.750L+0.5250E 0.0000 in +0.60D+0. 70E 0.0000 m LOnly 0.0000 in 2 eel Section Pro~~ 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 27.406 plf s yy R yy Veg 0.000 in X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top -31410 Distance 0.000 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Note· Only non-zero reactions are listed. k Y-Y Axis Reaction Mx • End Moments k-ft My • End Moments @Base @Top @Base @Top @l Base @Top 2.199 -21.987 3.141 -31.410 ---k Y-Y Axis Reaction Mx • End Moments k-ft My • End Moments @Base @Top @Base @Top @Base @Top ---- 3.141 -31.410 3.141 -31.410 3.141 -31.410 Max. Y -Y Deflection Distance 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 fl 0.000 in 0.000 ft 1.100 in 10.000 ft 0.825 in 10.000 ft 1.100 in 10.000 ft 0.000 in 0.000 ft 39.50 in'4 ---64.600 in'4 -- 13.20 in'3 2.280 in 15.800 1n'3 39.500 in'4 C 22.100 in'3 13.200 in'3 2.280 in Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 760-652-9257 Steel Column 1,1 DESCRIPTION: SCCS-GRID B w/ SPA Sketches C 0 0 co +Y • Load 1 6.OOin Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 52 Project Descr: Printed 27 JUL 2022 10 37AM 1 : orowttz .ec6 Software c • ENERCALC, INC. 1983-2020, Build:12.20.8.2◄ .. +X t Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 9202 4 760-652-9257 Pole Footing Embedded in Soil ,., DESCRIPTION: secs FTG -GRID B w/ SPA Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Pole Footing Shape Pole Footing Width ......... . Rectangular 48.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ............ . Max Passive .............. . Controlling Values Governing Load Combination : + 1.111 D+0. 70E 250.0 pd 2,000.0 psi Lateral Load 1.571 k Moment 15. 708 k-ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable Minimum Required Depth Footing Base Area Maximum Soil Pressure &2Elied Loads 415.261 psi 416.208 psi 5.0 ft 16.0 ft'2 0.4375 ksf Project Title: Horowitz Remodel Engineer: AL Project ID: 21344 53 Project Descr: Printed 27 JUL 2022. 10 36AM 1 : orowItz emooel.ec Software copyr' ENERCALC, INC. 1983-2020, Buikt.12.20.8.24 . . Point Load 9 0 Soil Surface No lateral restraint Lateral Concentrated Load (k) Lateral Distributed Loads (kif) Vertical Load (k) 1.80 k D: Dead Load Lr : Roof Live L: Live S: Snow W:Wind E : Earthquake H : Lateral Earth Load distance above k k k k k 2.244 k k ground surface 10.0 ft Load Combination Results Load Combination DOnly +D+L +D+0.750L +0.60D + 1.111D+0.70E + 1.083D+0 750L +0.5250E +0.4894D+0.70E TOP of Load above ground surface BOTTOM of Load above ground surface Forces @ Ground Surface Loads -(k) MomellS-(11-11) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.571 15.708 1.178 11.781 1.571 15.708 kilt kilt kilt kilt kilt kift kilt ft ft Required Deplh-(ft) 0.13 0.13 0.13 0.13 5.00 4.50 5.00 Presue at 113 Deplh Actual -{psi) Allow -(psf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 415.3 416.2 373.6 373.9 415.3 416.2 k 5.20 k k k k k Soil Increase Faca 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Qualls Engineering Structural Engineering Services FOUNDATION DESIGN 54 Sheet: Project: I lorowicz Remodel Job#: 21344 Engineer: _A_L ___________ Date: Allowable Soils Bearing Capacity 1,500 psf b = 15 d = 18 _:J 15 18 inch wide x lew Foundation design inch deep footing with top and bottom Allowable Max Line Load ew w max = b X ASBP Allowable Max Point Load 1 ew p max = b X 2d X ASBP Spread Footing Design = 1,875 plf = 5,625 lbs 9,000 lbs 2 #4 1:======= for 2' ,vide footing ? Pmax = b-X ASBP F2= F2.5 = F3 = F3.5 = F4= FS = Max Point Loads FB-4 DB-1 DB-1 FB-1 FB-3 FH-2 R 2 2.5 3 3.5 4 5 =9110# =7000# =7000# =8600# =15075# = 8,299# foot square footing with 3 # 4 each way @ ban Pm-.= 6,000 lbs foot square footing with 3 # 4 each way @ btm Pmax = 9,375 lbs foot square footing with 4 # 4 each way @ btm p max = 13,500 lbs foot square footing with 4 # 5 each way @ btm p max = 18,375 lbs foot square footing with 5 # 5 each way @ btm p max = 24,000 lbs foot square footing \vith 6 # 5 each way @ ban p = m;L\. 37,500 lbs Provide F2.5 Provide F2.5 Provide F2.5 Provide F2.5 Qualls Engineering Sheer: 55 Structural Engineering Services Project: Horowitz Remodel Engineer: AJ_ ------------ Job #: 21344 Dare: GUARDRAIL ANCHOR DESIGN: M"" = 200# x 42" => 8,400"# T,m = 8,400"# I 2.5" => 3,360# T""'''" "'""" = 3,360# / 4 SCREW'=> 840# PER SCRE\X' T \JJ I 4"01\ Ll(,>(RJ'" = 225# X 5" => I ,l 25# ~ :I, ~ ,;, ------------ (2)¼" DIA. LAG SCREWS w/ 2Y," EMBED 2x INFILL STUDS BEYOND HSS2x2x¼ POST @48' 0 C , MAX SPACING (8)¼" DIA LAG SCREWS w/6' EMBED FLOORSHrG FLOOR JOIST PER PLAN I I I I I I I I I I A SE: CONT. DBL TOP PLATE 1/4" DlA LAG SCREWS w/ 5" EMBED T ,u = 1,125# T.,u. > T",x (8) ¼" DIA LAG SCREWS :,,:: ¼' 6 5" , 3.5" x ¼ THICK STEEL PLATE 1 5· SECTION: A-A 2x BLK'G w/ 16d @4" 0.C .. BEYOND B.N. BEAM PER PLAN