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HomeMy WebLinkAbout1301 TAMARACK AVE; ; CBR2022-4036; PermitBuilding Permit Finaled Print Date: 04/05/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1301 TAMARACK AVE, BLDG-Residential 2062623400 $130,080.36 Residential Permit CARLSBAD, CA 92008-3422 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: {cityof Carlsbad CBR2022-4036 Closed -Finaled Applied: 10/27/2022 Issued: 05/09/2023 Finaled Close Out: 04/05/2024 Final Inspection: 03/14/2024 INSPECTOR: Alvarado, Tony Renfro, Chris Description: 548 SF ADDITION FOR NEW MASTER BED/BATH W/ 260 SF DECK// 168 SF REMODEL Applicant: Property Owner: WRIGHT DESIGN SAMUEL WRIGHT CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA 2911 STATE ST, # A CARLSBAD, CA 92008-2338 (760) 213-1460 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK 1301 TAMARACK AVE CARLSBAD, CA 92008 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW -M INOR 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 (SM IP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Total Fees: $5,236.61 Total Payments To Date: $5,236.61 Balance Due: AMOUNT $914.55 $813.15 $194.00 $98.00 $889.00 $175.00 $518.00 $6.00 $1,251.00 $16.91 $292.00 $69.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad RESIDENTIAL BUILDING PERMIT APP LI CATION 8-1 Est. Value PC Deposit \ 172 7~U Date \Q--2,7-2-2- Job Address '3, <=> \ -r ,._--..AA""' /a c:.. "'-~ ...,c:__ Unit: APN: 2... o<;.. • '?.. c,.. '?.. • '3, 4------· CT/Project #: __________________ Lot #: ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: S 4-& ~ . F, ,4.o o. "T, ~ '--' l;Zf New SF: Living SF,? 4-& Deck SF, l<, o Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y /J N New Fireplace? O Yfzf N, if yes how many? ___ _ Qf Remodel: I c, & SF of affected area Is the area a conversion or change of use? O Y 0 N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ □Solar: ___ KW, ___ Modules, Mounted:ORoofOGround, Tilt: 0Y0 N, RMA:C,Y ON, Battery:OVO N, Panel Upgrade: OvON Electric Meter number: ------------ 0th er: APPLICSRIMARY CONTACT) Name: A .... ~ \rt.a.~~1o.1,-r- PROPERTY OWNER Na me: c:::.µ ~1 2 p ,<i,. °"' \ <::.. ~ E.. "-'--,A. Address: 2. <i \' ~ 'l tio. 'I' C. <. '"t" , Address:,_\ -~-O_\_.,.,-a.,_1':..,_~_.;..~...;ci.;.....r.e__,;;'-;...""'--__ ._,A-_v___,;;;F=;;;.._-- City: c::::... ~A O State: c:.,::i, Zip: "'\ '\.o u b City: C-~tb-C> Stat~I> • Zip: "l: \. oo ~ Phone: 7 1.-o • "l.. \ "l • \ 4-<., o Phone: ___________________ _ Email: Wi.L.., ~'-4 ~ (-4 c v A "L <=-, Email: ___________________ _ c::.......t I--~,._ • C. 0 "-"'I DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: __________________ Business Name: B'€ACH Qt,1{ gunD£-R.S Address: Address: 7g1 s \Ir ,JE,1.NoO D $• City: ________ State: ___ Zip:_____ City: S'.Sco,...p1 Do State: CA Zip: '72,0 Zj Phone: Phone: -}(.,CJ 9'.C, 4 I.> 9 0 Email: Email: C!.HfUSC €9BC6 USA. Co,..... Architect State License: CSLB License#: <Jo 1 0 5S Class:,_B ______ _ Carlsbad Business License# (Required): S'LN i?, l'lL/ (IC/ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above i ormation is correct and that the information of the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): "';:;::?A~.-\ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: (E,g_ 202,2-<i036 A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaftirmunderpenaltyof perjury that I am licensed under provisions of Chapter9 (commencing with Section 7000)of Division] of the Business and Professions Code, and my license is in fullforceandeffect. I also affirm underpenaltyof perjury one of the following declarations (CHOOSE ONE): D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _________________________________________ _ -OR-~ have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: iE"NC::..f-\ r\JI. =~ K. I ,-.) S Policy No. C $T S:-0 Z '-f S:: S:O Expiration Date: _J ..... ~><-+/~~'2~1-'-+-/~::Z.~Y-=+-, _______ 1 -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 become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a constru ction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: _____________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. "'::::•;:::•~~;; •;::~••om~::•:••OOoeew;e:;~::~:::•~71:•?~~~•W: ""''" •::;::"•~ h I Z ;$ Note: If the person signing above is an authorized agent for the contra "d r of authorfZ'ifici"n on contractor letterhead. ' . -OR- (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 compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold ·thin one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). OR- I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The o tractor'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 uant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copyaf the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted orat the following Web site: http:/lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to developm ve been accurately shown and labeled as well as all o -site grading/site prepar All improvements existing on the propert were completed in accordance with all regulations in iste nstruction, unless otherwise NAME (PRINT). owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 f Cityof Carlsbad OWNERS AUTHORIZED AGENT FORM B-62 Deve/onmenr Services Bulldln1 Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a fKopelty o-, rontractor or their authorized agent may submit plans and applications for building permiu. To authorltt a third-potty agent to sign for o bulldlng permit. the owner's third party agent must bring dlls slf,Md /vim, which ldenrf/ies the agtnt and the owner who 1/he is representing, and for what jabs s~ may atrfaln perm/rs. Tht form mwt be cor'nplettd ;;, its entirety to be acctpttd by tht City for toch uporate • permir opplicotion. Nore: 71'e f!,ilollllUtfl Ownff"1 Alllhorllcd Agent 1-lJ -,uired to IN con,,,l«cd l,y the property-only wfNfl dnlf,notlftfl on ,,..m to~ /or•~ P«rmlr on ltl,/t,cr b«tfll/, AuntQftlZA11QN OF AGENT JO ACT ON PIIOPEltJY OWNQ'S HHALF bdudinc the Property Owner Aduiowlcdpnwnt, the execution or which I undtmand Is my personal responsfbility, I hereby auth«ia the followlrc person(s) to act as my acent(s) to apply for, 511n. and file the doaiments necus.ary to obtain an Owner-Builder Permit for my projttt. S<ope of Construction Project (or De5a1ptlon of WOlt): '24-t:? ~ DO & , 10 N wl t;.. (, 0 PE<,. 6'-- ' Project loation or Addrus: ........,<-=o"-'-I_T....:....;-4__,;;, ... _;4::..~.......:... .... .:::....:.,..__:C.~li'-==--..:.""'-"":....:L=~•c...... _____ _ -~-of Authorized Asent: -/6..... ""'-..1 '-'° j.j t Tel ~o. 1 C,O • 2. I') • 14 ~C, Address of Authorized A,ent: 2.. ., ,, .. r I-T L ' c..,. ._'-~-...o-c..-.. -,t.oo!', I declare under peNlty of perJUfV that t am the property _, for the addreu listed above end I pe-lly tiffed ....... ._ ....... _...,???~ I '"""'1YO-r'1si,n.ature: _~=__._~~ Datt: /DI -£(./ U .. Building Permit Inspection History Finaled {City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date 06/06/2023 06/06/2023 BLDG-SW-Pre-Con Checklist Item Application Date: 10/27/2022 Owner: CO-OWN ERS CHRISTOPHER AND ALYSSA PANICH ELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 Address: 1301 TAMARACKAVE CARLSBAD, CA 92008-3422 IVR Number: Inspection No. 213509-2023 COMMENTS 44321 Inspection Primary Inspector Status Passed Chris Renfro Reinspection Inspection Complete Passed BLDG-Building Deficiency Yes 06/30/2023 06/30/2023 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item 215995-2023 Failed Tony Alvarado COMMENTS BLDG-Building Deficiency June 30, 2023: Friday, April 5, 2024 BLDG-12 Steel/Bond Beam 1. Foundation footing steel reinforcement per structural engineering details and design -failed. 2. Required structural observation letter or revised footing foundation detail from structural engineer, pertaining to as built site conditions and exploratory existing footings construction deviate from structural Engineers plans and design. 3. Informed contractor representative Christopher, cannot proceed without structural observation letter and site visit from structural engineer with recommendations on how to proceed. 4. SWPPPS/BMPS and soil erosion and sediment control devices and measures , in place and intact-approved .. 216235-2023 Failed Tony Alvarado Reinspection Incomplete Passed No Reinspection Incomplete Page 1 of 19 PERMIT INSPECTION HISTORY for { CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 IVR Number: Inspection No. COMMENTS 44321 Inspection Status Address: 1301 TAMARACKAVE CARLSBAD, CA 92008-3422 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency June 30, 2023: No BLDG-SW-Inspection Friday, April 5, 2024 1. Foundation footing steel reinforcement per structural engineering details and design -failed. 2. Required structural observation letter or revised footing foundation detail from structural engineer, pertaining to as built site conditions and exploratory existing footings construction deviate from structural Engineers plans and design. 3. Informed contractor representative Christopher, cannot proceed without structural observation letter and site visit from structural engineer with recommendations on how to proceed. 4. SWPPPS/BMPS and soil erosion and sediment control devices and measures , in place and intact-approved. 216236-2023 Partial Pass Tony Alvarado Reinspection Incomplete Page 2 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 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 area s flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 07/03/2023 07/03/2023 BLDG-11 216272-2023 Failed Tony Alvarado Re inspection Incomplete F ou ndation/Ftg/Piers (Rebar) Friday, April 5, 2024 Page 3 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND Issue Date: 05/09/2023 Expiration Date: 06/03/2024 IVR Number: Inspection No. COMMENTS 44321 Inspection Status ALYSSA PANICHELLA Subdivision: PARCEL MAP NO 14368 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency July 3, 2023: Failed-required structural engineers observation letter, deviation from structural engineers plans. No Friday, April 5, 2024 BLDG-12 Steel/Bond Beam Checklist Item 1. Foundation footing steel reinforcement per structural engineering details and design -failed. 2. Required structural observation letter or revised footing foundation detail from structural engineer, pertaining to as built site conditions and exploratory existing footings construction deviate from structural Engineers plans and design. 3. Informed contractor representative Christopher, cannot proceed without structural observation letter and site visit from structural engineer with recommendations on how to proceed. 4. SWPPPS/BMPS and soil erosion and sediment control devices and measures , in place and intact-approved. 216284-2023 Failed Tony Alvarado COMMENTS BLDG-Building Deficiency July 3, 2023: Failed-required structural engineers observation letter, deviation from structural engineers plans. BLDG-SW-Inspection 1. Foundation footing steel reinforcement per structural engineering details and design -failed. 2. Required structural observation letter or revised footing foundation detail from structural engineer, pertaining to as built site conditions and exploratory existing footings construction deviate from structural Engineers plans and design. 3. Informed contractor representative Christopher, cannot proceed without structural observation letter and site visit from structural engineer with recommendations on how to proceed. 4. SWPPPS/BMPS and soil erosion and sediment control devices and measures . in place and intact-approved. 216285-2023 Partial Pass Tony Alvarado Reinspection Incomplete Passed No Reinspection Incomplete Page 4 of 19 PERMIT INSPECTION HISTORY for ( CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE IVR Number: 44321 CARLSBAD, CA 92008-3422 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 07/05/2023 07/05/2023 BLDG-11 216287-2023 Partial Pass Tony Alvarado Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Friday, April 5, 2024 Page 5 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Work Class: Add ition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 IVR Number: 44321 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Inspection No. Inspection Primary Inspector Reinspection Inspection Status COMMENTS Passed BLDG-Building Deficiency July 5, 2023: Yes BLDG-SW-Inspection Friday, April 5, 2024 1. Footings steel reinforcement per engineer plans and detail specifications-OK. 2. Footing soil bottoms required by a certified Geotech/soils certification letter for compacted soil at footing bottoms certifying ("safe for intended use"). 3. Informed contractor representative Chris and structural engineer what is required per City Of Carlsbad and building official policies. 4. not ready for concrete placement. 216417-2023 Partial Pass Tony Alvarado Reinspection Incomplete Page 6 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE IVR Number: 44321 CARLSBAD, CA 92008-3422 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 07/11/2023 07/11/2023 BLDG-11 216833-2023 Partial Pass Tony Alvarado Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Friday, April 5, 2024 Page 7 of 19 PERMIT INSPECTION HISTORY for ( CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 IVR Number: Inspection No. COMMENTS 44321 Inspection Status Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Primary Inspector Reinspection Inspection Passed BLDG-Building Deficiency June 11 , 2023: Yes Friday, April 5, 2024 BLDG-12 Steel/Bond Beam Checklist Item 1. Foundation, footings, isolated spread fooling, foundation system, per engineered structural plans and detail specifications - OK. 2. Advised contractor representative Chris with beach side builders, underground main service water plumbing line, should not penetrate/go through. new engineered foundation/footing system. 3. Pending: third-party, special inspectors report for epoxy steel reinforcement rebar into existing footings and did not verify Third-party special inspectors notations .. pouring concrete is at property owners/contractors risk. Second time I requested and advised contractor represented Chris to provide and make available prior to concrete pour. 217138-2023 Partial Pass Tony Alvarado COMMENTS BLDG-Building Deficiency June 11 , 2023: BLDG-SW-Inspection 1. Foundation, footings, isolated spread fooling, foundation system, per engineered structural plans and detail specifications - OK. 2. Advised contractor representative Chris with beach side builders, underground main service water plumbing line, should not penetrate/go through. new engineered foundation/footing system. 3. Pending: third-party, special inspectors report for epoxy steel reinforcement rebar into existing footings and did not verify Third-party special inspectors notations .. pouring concrete is at property owners/contractors risk. Second time I requested and advised contractor represented Chris to provide and make available prior to concrete pour. 217142-2023 Partial Pass Tony Alvarado Reinspection Incomplete Passed Yes Reinspection Incomplete Page 8 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Scheduled Date 09/06/2023 IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 09/06/2023 BLDG-83 Roof Sheating, 222899-2023 Exterior Shear (13, 15) Checklist Item BLDG-Building Deficiency BLDG-13 Shear Panels-HD (ok to wrap) BLDG-15 Roof Sheathing-Rernof COMMENTS Friday, April 5, 2024 44321 Inspection Status Passed Primary Inspector Chris Renfro Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Passed Yes Yes Yes Complete Page 9 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 Scheduled Actual Inspection Type Inspection No. Date Start Date 09/21/2023 09/21/2023 BLDG-84 Rough 224601-2023 Friday, April 5, 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 COMMENTS BLDG-SW-Inspection 224809-2023 Inspection Primary Inspector Status Passed Tony Alvarado Partial Pass Tony Alvarado Reinspection Inspection Passed Yes Yes Yes Yes Complete Reinspection Incomplete Page 10 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Work Class: Addition Issue Date: 05/09/2023 Status: Closed -Finaled Expiration Date: 06/03/2024 Subdivision: PARCEL MAP NO 14368 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3: 1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 09/27/2023 09/27/2023 BLDG-33 Service 225205-2023 Passed Tony Alvarado Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Disconnect,/reconnect, 200 amp Yes panel-Main electrical service upgrade, released electrical meter to SDGE at 11 :05 AM , September 27 Wednesday - approved. Friday, April 5, 2024 Page 11 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date BLDG-Electric Meter Release Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 Inspection No. Inspection Primary Inspector Reinspection Inspection Status 225392-2023 Passed Tony Alvarado Complete COMMENTS Passed BLDG-Building Deficiency Disconnect,/reconnect, 200 amp panel-Main electrical service upgrade, released electrical meter to SDGE at 11 :OS AM, September 27 Wednesday - approved. Yes BLDG-Final Inspection 225393-2023 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Electrical Final 1. Disconnect,lreconnect, 200 amp Yes panel-Main electrical service upgrade- (ONLY) 2. released electrical meter to SDGE at 11 :OS AM, September 27 th., Wednesday - approved. BLDG-SW-Inspection 225394-2023 Partial Pass Tony Alvarado Reinspection Incomplete Friday, April 5, 2024 Page 12 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date; 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 10/03/2023 10/03/2023 BLDG-17 Interior 225922-2023 Partial Pass Tony Alvarado Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Interior, remodeled, and new addition, Yes master bathroom and bedroom bathrooms, shower enclosure, lath/moisture, resistive material -approved. Friday, April 5, 2024 Page 13 of 19 PERMIT INSPECTION HISTORY for {CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE IVR Number: 44321 CARLSBAD, CA 92008-3422 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status BLDG-SW-Inspection 225923-2023 Partial Pass Tony Alvarado Re inspection Incomplete Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 Yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Are BMPs stockpiled for Yes emergency deployment? 10/19/2023 10/19/2023 BLDG-16 Insulation 227607-2023 Passed Tony Alvarado Complete Friday, April 5, 2024 Page 14 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Checklist Item Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 IVR Number: 44321 Inspection No. Inspection Primary Inspector Reinspection Inspection Status COMMENTS Passed BLDG-Building Deficiency October 19, 2023: Yes Friday, April 5, 2024 BLDG-18 Exterior Lath/Drywall Checklist Item 1. Exterior metal, stucco wire, and drywall/gypsum board, fastening and nailing schedule, scope of work - approved. 2. SWPPPS, BMPS, NPDES-ok. 227608-2023 Passed · Tony Alvarado COMMENTS BLDG-Building Deficiency October 19, 2023: BLDG-SW-Inspection 1. Exterior metal, stucco wire, and drywall/gypsum board, fastening and nailing schedule, scope of work - approved. 2. SWPPPS, BMPS, NPDES-ok. 227792-2023 Partial Pass Tony Alvarado Complete Passed Yes Reinspectlon Incomplete Page 15 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACKAVE CARLSBAD, CA 92008-3422 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are p_ortable restrooms property positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Friday, April 5, 2024 44321 Inspection Primary Inspector Reinspection Inspection Status Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 16 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Work Class: Addition Issue Date: 05/09/2023 Status: Closed -Finaled Expiration Date: 06/03/2024 Scheduled Date 12/04/2023 IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 12/04/2023 BLDG-82 Drywall, 232245-2023 Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS 44321 Inspection Status Passed Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICH ELLA Subdivision: PARCEL MAP NO 14368 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Tony Alvarado Complete Passed BLDG-18 Exterior Lath and Drywall 1. Exterior stucco, wire. metal lath, phase 2 -OK. Yes 2. SWPPPS-ok. Friday, April 5, 2024 Page 17 of 19 PERMIT INSPECTION HISTORY for ( CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Scheduled Date 03/14/2024 IVR Number: Actual Inspection Type Start Date Inspection No. BLDG-SW-Inspection 232256-2023 Checklist Item COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3:1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? 03/14/2024 BLDG-Final Inspection 242167-2024 Checklist Item COMMENTS BLDG-Plumbing Final BLDG-Mechanical Final BLOG-Structural Final BLDG-Electrical Final Friday, April 5, 2024 44321 Inspection Primary Inspector Reinspection Inspection Status Partial Pass Tony Alvarado Reinspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Passed Tony Alvarado Complete Passed Yes Yes Yes Yes Page 18 of 19 PERMIT INSPECTION HISTORY for (CBR2022-4036) Permit Type: BLDG-Residential Application Date: 10/27/2022 Owner: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA Work Class: Addition Issue Date: 05/09/2023 Subdivision: PARCEL MAP NO 14368 Status: Closed -Finaled Expiration Date: 06/03/2024 Scheduled Date IVR Number: Actual Inspection Type Start Date Inspection No. BLDG-SW-Inspection Checklist Item 242353-2024 COMMENTS Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? Friday, April 5, 2024 44321 Inspection Status Passed Address: 1301 TAMARACK AVE CARLSBAD, CA 92008-3422 Primary Inspector Reinspection Inspection Tony Alvarado Complete Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 19 of 19 David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (Remodel/ Additionm to Existing 2-Story) Project Panichella Residence/ 22160 1901 Tamarack Avenue San Diego, California 92008 Prepared For Sam Wright Wright Design 2911 State Street San Diego, California 92008 10-11-22 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 302, San Diego, California 92130 Office Phone: (858) 201 -3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com > I-. . .---•• -u ~2')'22-1101 .. Job Panichella Residence 22160 Calculated by __ ~D~T_ Date ____ _ David Thomas Engineering TABLE OF CONTENTS PAGE 1. PROJECT SCOPE/ DESIGN CRITERIA .......................................................... _ _.c2~_ 2. DESIGN LOADS .......................................................................................... __ 3_ 3. VERTICAL ANALYSIS: A. HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC .) ... .. 4-47 B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ...................... __ _ 4. LATERAL ANALYSIS: A. SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION .......... . 48-49 B. LATERAL LOAD-RESISTING DESIGN: I. SHEARWALL DESIGN ............................................................. . 50-53 II. CANTILEVERED STEEL COLUMN ELEMENTS ............................. __ _ Ill. STEEL MOMENT FRAMES ..................................................... . IV. ________ ..................................................... . 5. FOUNDATION DESIGN: A. CONTINUOUS & SPREAD FOOTINGS ................................................. _5_4 __ B. RETAINING WALLS .......................................................................... __ _ C. CONCRETE GRADE BEAMS ............................................................... __ _ D. DEEPENED CONCRETE PIERS/CAISSONS .......................................... __ _ E. -------------·······················•····•············· --- 6. SCHEDULES: A. SHEARWALL SCHEDULE................................................................... 55 B. HOLD DOWN SCHEDULE................................................................... 56 C. SPREAD FOOTING SCHEDULE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . .. . . . . .. . . . . . . .. ... . 57 1 of 57 Job Panichella Residence 22160 Calculated by __ ______,D"""T""--Date ____ _ David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed Remodel/Addition to existing 2-story single family- residence at 1301 Tamarack Avenue, Carlsbad , California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist conventional stick-frame , and the foundation system to consist of a conventional slab-on-grade with deepened perimeter footings. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code -2019 California Building Code. David Thomas Engineering makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC . These calculations have been prepared for the exclusive use of Chris & Alyssa Panichella and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. GOVERNING CODE: CONCRETE: MASONRY: REINFORCING STEEL: STRUCTURAL STEEL: SAWN LUMBER: E.W.P.: GLULAMS: SOIL: DESIGN CRITERIA SUMMARY 2019 C.B.C. f c = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, fm = 1500 PSI , SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A992, Fy = 50 KSI (ALL 'W SHAPES, ONLY) ASTM A36, Fy = 36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2018 NOS. BOISE-CASCADE: BC I-JOIST (ICC-ESR-1336), VERSA-LAM (ICC-ESR-1040) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 (1 ,500 PSF) 2 of 57 Job Panichella Residence 22160 Calculated by __ ~FR=·-Date ____ _ David Thomas Engineering DESIGN LOADS CASE 1 CASE II MATERIAL: WATERPROOF SHINGLE/METAL ROOF SLOPE: FLAT Pitched DEAD LOAD: ROOFING MATERIAL ............................................................................ . SHEATHING ................................................................................................. . RAFTERS/C .J. (or) TRUSSES ........................................................................ . INSULATION ................................................................................................... . DRYWALL ....................................................................................................... . OTHER (ELEC., MECH., MISC.) .................................................................... . TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: 10.0 PSF 1.5 4.0 1.5 2.5 0.5 20.0 PSF 20.0 PSF 40.0 PSF 10 PSF 1.5 4.0 1.5 2.5 0.5 20.0 PSF 20.0 PSF 40.0 PSF FLOOR DECK FLOOR MATERIAL: TILE TILE DEAD LOAD: FLOORING FINISH ...................................................................................... .. 19.0 PSF 19.0 PSF LT. WEIGHT CONCRETE ( __ in .) ............................................................... . SHEATHING ................................................................................................... . JOISTS ............................................................................................................. . DRYWALL ........................................................................................................ . OTHER (ELEC., MECH., MISC.) ....................................................................... . TOTAL DEAD LOAD : LIVE LOAD: TOTAL LOAD: 2.0 3.5 2.5 3.0 30 .0 PSF 40 .0 PSF 70.0 PSF EXTERIOR WALL FINISH: STUCCO 2.0 3.5 2.5 3.0 30.0 PSF 60.0 PSF 90 .0 PSF STUDS ........................................... ................................................................... 1.0 PSF 1.0 PSF DRYWALL ....................................................................................................... 2.5 2.5 INSULATION ...................................................................................................... 1.5 1.5 EXTERIOR FINISH ....................................................................................... 10.0 .0 0 TH ER ............................................................................................................... -----1.,_Q -----1..,,Q TOTAL LOAD: 16.0 PSF .0 PSF INTERIOR WALL STUDS ................................................................................................................................ . DRYWALL ........................................................................................................................... . 1.0 PSF 5.0 OTHER ..................................................................................................................................... . 1.0 TOTAL LOAD: 7.0 PSF 3 of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Project Title: Engineer: Project ID: Panichella Residence David Thomas, SE 22160 Cell: (858) 336-9902 david@dtengsd.com Project Descr: Wood Beam Project File: Panichella Residence.ec6 U C#: KW-06015405, Build:20.22.8.17 DESCRIPTION: 2x10 RR@ 16" o.c. CODE REFERENCES DAVID THOMAS ENGIN EERING, A.P.C. Calculations per NOS 201 8, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Desig n Load Combination : ASCE 7-16 Fb + Fb - 900 psi 900 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir -Larch No.2 Fe -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D(0.0266) Lr(0.0266) 2x10 Span= 13.0 ft 1350psi 625 psi 180 psi 575 psi v Ebend-xx 1600 ksi Eminbend -xx 580ksi Density 31 .21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (W 1 ,ROOF) DESIGN SUMMARY IMaxim~m -Bendi-~g-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 = = 0.509 1 2x10 630.47psi 1,237.50psi +D+Lr 6.500ft Span # 1 0.109 in Ratio = O in Ratio = 0.217 in Ratio = O in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Al lowable Load Combination Location of maximum on span Span# where maximum occurs 1436 >=360 Span: 1 : Lr Only O <360 nla 718 >=240 Span: 1: +D+Lr O <240 nla Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # V Cd CFN C i Cr Cm C t CL fb D Only Length = 13.0 ft 0.354 0.102 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.56 315.24 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 fl 1 0.509 0.147 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.12 630.47 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 0.446 0.128 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.98 551.66 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.119 0.034 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.34 189.14 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr 1 0.2172 6.547 Design OK = 0.147 : 1 2x10 = 33.02 psi = 225.00 psi +D+Lr = 12.241 ft = Span# 1 F'b V fv 0.00 0.00 0.00 0.00 891.00 0.15 16.51 162.00 0.00 0.00 0.00 0.00 1237.50 0.31 33.02 225.00 0.00 0.00 0.00 0.00 1237.50 0.27 28.89 225.00 0.00 0.00 0.00 0.00 1584.00 0.09 9.91 288.00 Max."+" Defl Location in Span 0.0000 0.000 4 of 57 .. Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: 2x10 RR@ 16" o.c. DAVID THOMAS ENGINEERING, A.P.C. Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC INC 1983-2022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MI Nimum D Only +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 0.346 0.346 0.173 0.173 0.173 0.173 0.346 0.346 0.303 0.303 0.104 0.104 0.173 0.173 5 of 57 ... Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build :20.22.8.17 DESCRIPTION: FJ-1 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Fb + Fb - 2,800.0 psi 2,800.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Boise Cascade Versa Lam 2.0 2800 West Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.0399) L(O.OS'l~) 1.75x11.875 ~ Span = 3.0 ft D(0.0399) L(0.0532) * 1.750 X 13.0 Span = 23.0 ft 750.0 psi 285.0 psi 1,950.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83 ksi Density 41 .760pcf v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 1.330 ft, (W1, FLOOR) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.040 ksf, Tributary Width = 1.330 ft, (W1, FLOOR) DESIGN SUMMARY IMaxim~m Bendi-ngStress 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 = = = = 0.554 1 1.750 X 13.0 1,551.1 Opsi 2,800.00psi +D+L 11.693ft Span# 2 0.506 in Ratio= -0.201 in Ratio = 0.948 in Ratio = -0.378 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V Cd CFN Ci Cr DOnly Length = 3.0 ft 1 0.024 0.139 0.90 1.000 1.00 1.00 Length = 23. 0 ft 2 0.287 0.127 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 3.0 ft 1 0.046 0.269 1.00 1.000 1.00 1.00 Length = 23.0 ft 2 0.554 0.246 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 3.0 ft 1 0.032 0.187 1.25 1.000 1.00 1.00 Length = 23.0 ft 2 0.384 0.171 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 545 >=240 356>=240 291 >=180 190>=180 Span: 2 : L Only Span: 1 : L Only Span: 2 : +D+L Span: 1 : +D+L Cm Ct CL 1.00 1.00 1.00 0.21 60.25 1.00 1.00 1.00 2.97 723.57 1.00 1.00 1.00 1.00 1.00 1.00 0.45 130.04 1.00 1.00 1.00 6.37 1,551.10 1.00 1.00 1.00 1.00 1.00 1.00 0.39 11 2.59 1.00 1.00 1.00 5.52 1,344.22 1.00 1.00 1.00 = = F'b 0.00 2520 .00 2520.00 0.00 2800.00 2800.00 0.00 3500.00 3500.00 0.00 Design OK 0.269 : 1 1. 75x11.875 76.73 psi 285.00 psi +D+L 3.000 ft Span# 1 V fv 0.00 0.00 F'v 0.00 0.50 35.78 256.50 0.50 32.70 256.50 0.00 0.00 0.00 1.06 76.73 285.00 1.06 70.12 285.00 0.00 0.00 0.00 0.92 66.49 356.25 0.92 60.76 356.25 0.00 0.00 0.00 6 of 57 ... Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FJ-1 DAVID THOMAS ENGINEERING, A.P.C. Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Cd CFN Ci Cr Cm C t CL Length = 3.0 ft 1 0.008 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length = 23.0 ft 2 0.097 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC INC 1983-2022 M fb F'b V F'v 0.12 36.15 4480.00 0.30 21.47 456.00 1.78 434.14 4480.00 0.30 19.62 456.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+L Vertical Reactions Load Combination verall M ,mum Overall MINimum D Only +D+L +D+0.750L +0.60D LOnly 1 2 0.0000 0.000 +D+L 0.9481 11 .693 Support notation : Far left is #1 Support 1 Support 2 Support 3 1.463 . 27 0.782 0.601 0.681 0.526 1.463 1.127 1.268 0.977 0.409 0.315 0.782 0.601 -0.3777 0.0000 Values in KIPS 7 of 57 0.000 0.000 Job Panichella Residence 22160 . Calculated by _ __,D"-"T_· Date __ _ David Thomas· Engineering Beam Design DESIGN LEVEL:---~-------· _______ _ LABEL: r,8 -, SPAN= g,z.,? FT. W, • ' (o rSf' (1! ) "'-21£ t'r- W2.= . P, s -:l:_ ((.;)' ( ~) f Qi(!).{~) -' 3~tib> P2= 1c~o) G,(\) ::1-/o-& lb_g · • 1;.;; ,7~/ '. Vi ~ . USE: $ f X ·~-1.~ {;A_ fRADE.". ~((11) C: - ALT: _____ GRADE: ___ C: __ LABEL: f t?-V SPAN: . ~J? f FT. W1 = i°<> ~F(f) ~ /tri> flr . \ ' . I R1 = ·, 1 F}(ri) lbs. R2 = / I (,I() lbs E= ___ ksl t'?:: C,~ (k • W2=4o fJrz-·(-i) -,~ ~ P1= [P.,-1, ~~1 ~lt9tib lb~ P2= ~--~f (t) ~) +· t'Or,tr{-.t_')(~) ~ tct ·~.3 w~ :: ~ r~ c,,~1) "& (,",ir4=-_ . USE: ~¼f. X: I (T~ VJA1GRADE: 3 (uv C: __ R1 = ]'fb lbs. R2 = 4,~,,D lbs ALT: ----.-----.--GRADE: ___ C: __ E= ___ ksi LABEL: f-f,-, SPAN:= 1JJ FT. . fr W1 = 10 t~fo,~~J. ~ ~9. ~ f-F • W2= _$o fSf g,~,)-::-~., f'~, .. P1 = fo ~f (7) ~ ~ ~ r it~~X4i'~'~]I ~ zy--------,------,..------.t'----.----.~ P2= T.t81 , ~] ~ t,~b ll,1 • • USE: ~ ~ 1( I( "1~ J~GRADE: 3f0t) C: __. ALT: _____ GRADE: ___ C: _-'--E= ksi --- a~of 57 DAVID THOMAS ENG INEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell : (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-1 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing [Dl(l).1Jll:I lli((D~) Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced 5.25x7.25 Span = 6.0 ft Fb+ Fb - Fc -Prll Fe -Perp Fv Ft D(0.105) Lr(0.07) v 5.25x7.25 Span = 8.50 ft 3100psi 3100 psi 3000 psi 750 psi 285 psi 1950 psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 2530120482ksi Density 41.76pcf D(0.105~ Lr(0.07) v 5.25x7.25 Span = 8.0 fl Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 2 Uniform Load: D = 0.030, Lr = 0.020 ksf, Tributary Width= 3.50 ft, (W1 ,ROOF) Load for Span Number 3 Uniform Load : D = 0.030, Lr= 0.020 ksf, Tributary Width = 3.50 ft, (W1 ,ROOF) DESIGN SUMM~RY_ Maximum Bending Stress Ratio = 0.215 1 Section used for this span 5.25x7.25 fb: Actual = 826.75psi Fb: Allowable = 3,840.41 psi Load Combination +D+Lr+H, LL Comb Run (L**) 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 = = 0.000ft Span #2 0.202 in Ratio= -0.033 in Ratio = 0.391 in Ratio= -0.048 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr +D+H Length = 6.0 ft 1 0.162 0.087 0.90 1.000 1.00 1.00 Length = 8.50 ft 2 0.163 0.087 0.90 1.000 1.00 1.00 Length = 8.0 ft 3 0.064 0.087 0.90 1.000 1.00 1.00 +D+L+H, LL Comb Run (**L) 1.000 1.00 1.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 Length = 8.0 ft 3 0.057 0,078 1.00 1.000 1.00 1.00 +D+L+H, LL Comb Run (*L*) 1.000 1.00 1.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 Design OK Maximum Shear Stress Ratio = 0.110 : 1 Section used for this span 5.25x7.25 fv: Actual = 39.35 psi Fv: Allowable = 356.25 psi Load Combination +D+Lr+H, LL Comb Run (LL*) Location of maximum on span = Span# where maximum occurs = 712 >=360 3074 >=360 368 >=240 2139>=240 Cm Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Span: 3 : Lr Only, LL Comb Run (L*L) Span: 3 : Lr Only, LL Comb Run (*L *) Span: 3: +D+Lr+H, LL Comb Run (L*L) Span: 2: +D+Lr+H, LL Comb Run (L*L) CL M fb F'b V 0.00 0.00 1.00 1.73 451 .04 2777.65 0.57 0.99 1.73 451 .04 2772 .83 0.57 0.99 0.68 176.36 2773.81 0.47 0.99 0.00 0.00 1.00 1.73 451 .04 3084.61 0.57 0.99 1.73 451 .04 3078.54 0.57 0.99 0.68 176.36 3079.78 0.47 0.99 0.00 0.00 1.00 1.73 451 .04 3084.61 0.57 9 6.000 ft Span# 1 fv F'v 0.00 0.00 22.31 256.50 22.31 256.50 22.31 256.50 0.00 0.00 22.31 285.00 22.31 285.00 22.31 285.00 0.00 0.00 22.31 285.00 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Cj Cr Cm Ct CL F'b V fv F'v Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3078.54 0.57 22.31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22.31 285.00 +D+L +H, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.73 451 .04 3084.61 0.57 22.31 285.00 Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3078.54 0.57 22.31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22.31 285.00 +D+L +H, LL Comb Run (L**) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.73 451 .04 3084.61 0.57 22.31 285.00 Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3078.54 0.57 22.31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000. 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22.31 285.00 +D+L+H, LL Comb Run (L*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.73 451.04 3084.61 0.57 22.31 285.00 Length = 8. 50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 3078.54 0.57 22.31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22.31 285.00 +D+L +H, LL Comb Run (LL*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.73 451.04 3084.61 0.57 22.31 285.00 Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 • 451 .04 3078.54 0.57 22.31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22.31 285.00 +D+L+H, LL Comb Run (LLL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.146 0.078 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.73 451 .04 3084.61 0.57 22 .31 285.00 Length = 8.50 ft 2 0.147 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3078.54 0.57 22 .31 285.00 Length = 8.0 ft 3 0.057 0.078 1.00 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3079.78 0.47 22 .31 285.00 +D+Lr+H, LL Comb Run (**L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.059 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3850.42 0.53 21.05 356.25 Length = 8.50 ft 2 0.117 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 3840.41 0.75 29.40 356.25 Length = 8.0 ft 3 0.075 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.11 289.13 3842.47 0.75 29.40 356.25 +D+Lr+H, LL Comb Run (*L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.087 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3850.42 0.79 30.95 356.25 Length = 8.50 ft 2 0.117 0.087 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3840.41 0.79 30.95 356.25 Length = 8.0 ft 3 0.059 0.087 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.87 227.09 3842.47 0.51 30.95 356.25 +D+Lr+H, LL Comb Run (*LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3850.42 0.75 29.69 356.25 Length = 8.50 ft 2 0.117 0.087 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3840.41 0.79 31.01 356.25 Length = 8.0 ft 3 0.078 0.087 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.14 297.93 3842.47 0.79 31 .01 356.25 +D+Lr+H, LL Comb Run (L**) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.215 0.086 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3850.42 0.78 30.71 356.25 Length = 8.50 ft 2 0.215 0.086 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3840.41 0.78 30.71 356.25 Length = 8.0 ft 3 0.057 0.086 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.84 220.06 3842.47 0.42 30.71 356.25 +D+Lr+H, LL Comb Run (L*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.215 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3850.42 0.75 29.45 356.25 Length = 8.50 ft 2 0.215 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3840.41 0.75 29.45 356.25 Length = 8.0 ft 3 0.087 0.083 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.27 332.40 3842.47 0.70 29.45 356.25 +D+Lr+H, LL Comb Run (LL*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.2 15 0.110 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3850.42 1.00 39.35 356.25 Length = 8.50 ft 2 0.215 0.110 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3840.41 1.00 39.35 356.25 Length = 8.0 ft 3 0.047 0.110 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.70 181.42 3842.47 0.46 39.35 356.25 +D+Lr+H, LL Comb Run (LLL: 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.215 0.107 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826.75 3850.42 0.97 38.09 356.25 Length = 8.50 ft 2 0.215 0.107 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.17 826 .75 3840.41 0.97 38.09 356.25 Length = 8.0 ft 3 0.077 0.107 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.13 294.25 3842.47 0.74 38.09 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8.50 ft 2 0.128 0.068 1.1 5 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.1 5 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+O. 750Lr+0.750L +H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.060 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 3850.42 0.54 21 .37 356.25 Length = 8.50 ft 2 0.117 0.075 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3840.41 0.68 26.68 356.25 Length = 8.0 ft 3 0.068 0.075 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.00 260.93 3842.47 0.68 26.68 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 10 of 57 @ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: d avid@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-1 Maximum Forces & Stresses for Load Combinations Load Combination fiear 'i7alues Seg ment Length Span# M V Cd CFN Cj Cr Cm C t CL M fb F'b V fv F'v Length = 6.0 ft 1 0.117 0.081 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3850.42 0.73 28.79 356.25 Length = 8.50 ft 2 0.117 0.081 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3840.41 0.73 28.79 356.25 Length = 8.0 ft 3 0.054 0.081 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.79 205.84 3842.47 0.50 28.79 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.117 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3850.42 0.71 27.85 356.25 Length = 8.50 ft 2 0.1 17 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3840.41 0.71 27.88 356.25 Length = 8.0 ft 3 0.067 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.99 258.98 3842.47 0.71 27.88 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.190 0.080 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3850.42 0.73 28.61 356.25 Length = 8.50 ft 2 0.191 0.080 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3840.41 0.73 28.61 356.25 Length = 8.0 ft 3 0.054 0.080 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.80 208.68 3842.47 0.44 28.61 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.190 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3850.42 0.70 27.66 356.25 Length = 8.50 ft 2 0.191 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3840.41 0.70 27.66 356.25 Length = 8.0 ft 3 0.076 0.078 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.12 293.12 3842.47 0.64 27.66 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.190 0.098 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3850.42 0.89 35.09 356.25 Length = 8.50 ft 2 0.191 0.098 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3840.41 0.89 35.09 356.25 Length = 8.0 ft 3 0.047 0.098 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.69 180.15 3842.47 0.47 35.09 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.190 0.096 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3850.42 0.87 34.14 356.25 Length = 8.50 ft 2 0.191 0.096 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 3840.41 0.87 34.14 356.25 Length = 8.0 ft 3 0.069 0.096 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.01 264.75 3842.47 0.67 34.14 356.25 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8.50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0. 750L +0. 750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8.50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8.50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8. 50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length= 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8.50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3544.38 0.57 22.31 327.75 Length = 8. 50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+O. 750L +0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.127 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 3544.38 0.57 22 .31 327.75 Length = 8.50 ft 2 0.128 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 3536.09 0.57 22.31 327.75 Length = 8.0 ft 3 0.050 0.068 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 3537.79 0.47 22.31 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+O. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4918.41 0.54 21.37 456.00 Length = 8.50 ft 2 0.092 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4900.72 0.68 26.68 456.00 Length = 8.0 ft 3 0.053 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.00 260.93 4904.41 0.68 26.68 456.00 11 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC# : KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-1 Maximum Forces & Stresses for Load Combinations Load Combination ress a 10S Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv +D+0.750Lr+O. 750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4918.41 0.73 28.79 456.00 Length = 8.50 ft 2 0.092 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.73 28.79 456.00 Length = 8.0 ft 3 0.042 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.79 205.84 4904.41 0.50 28.79 456.00 +D+0. 750Lr+0.750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.71 27.85 456.00 Length = 8.50 ft 2 0.092 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.71 27.88 456.00 Length = 8.0 ft 3 0.053 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.99 258.98 4904.41 0.71 27.88 456.00 +D+O. 750Lr+0. 750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.149 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4918.41 0.73 28.61 456.00 Length = 8.50 ft 2 0.150 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4900.72 0.73 28.61 456.00 Length = 8.0 ft 3 0.043 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.80 208.68 4904.41 0.44 28.61 456.00 +D+0. 750Lr+0. 750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.149 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4918.41 0.70 27.66 456.00 Length = 8.50 ft 2 0.150 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4900.72 0.70 27.66 456.00 Length = 8.0 ft 3 0.060 0.061 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.12 293.12 4904.41 0.64 27.66 456.00 +D+0. 750Lr+0.750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.149 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4918.41 0.89 35.09 456.00 Length = 8.50 ft 2 0.150 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4900.72 0.89 35.09 456.00 Length = 8.0 ft 3 0.037 0.077 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.69 180.15 4904.41 0.47 35.09 456.00 +D+0. 750Lr+0.750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.149 0.075 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4918.41 0.87 34.14 456.00 Length = 8.50 ft 2 0.150 0.D75 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.81 732.83 4900.72 0.87 34.14 456.00 Length = 8.0 ft 3 0.054 0.075 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.01 264.75 4904.41 0.67 34.14 456.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22 .31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22 .31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22 .31 456.00 +D+0. 750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+O. 750L +0. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0. 750L +0. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 491 8.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0.750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0.750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.055 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.04 270.62 4918.41 0.34 13.39 456.00 Length = 8.50 ft 2 0.055 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.04 270.62 4900.72 0.34 13.39 456.00 Length = 8.0 ft 3 0.022 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.41 105.81 4904.41 0.28 13.39 456.00 +D+O. 70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 72 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1963-2022 DESCRIPTION: RB-1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cm CI CL M fb F'b V fv Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0. 7 SOL +0. 7 50S+O .5250 E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8. 50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.3 1 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451.04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0 99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 099 0.68 176.36 4904.41 0.47 22.31 456.00 +D+0. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0 99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.31 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.31 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4918.41 0.57 22.3 1 456.00 Length = 8.50 ft 2 0.092 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.73 451 .04 4900.72 0.57 22.3 1 456.00 Length = 8.0 ft 3 0.036 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.68 176.36 4904.41 0.47 22.31 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.055 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.04 270.62 4918.41 0.34 13.39 456.00 Length = 8.50 ft 2 0.055 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.04 270.62 4900.72 0.34 13.39 456.00 Length = 8.0 ft 3 0.022 0.029 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.41 105.81 4904.41 0.28 13.39 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span +D+Lr+H, LL Comb Run (L*L) 1 0.3911 0.000 0.0000 0.000 2 0.0000 0.000 +D+Lr+H, LL Comb Run (L*L) -0.0477 3.286 +D+Lr+H, LL Comb Run (L*L) 3 0.0427 4.168 0.0000 3.286 Vertic al Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall M 1mum .806 . 09 0.688 Overall MINimum 0.820 0.463 0.252 +D+H 0.954 0.886 0.396 +D+L+H, LL Comb Run (**L) 0.954 0.886 0.396 +D+L+H, LL Comb Run (*L*) 0.954 0.886 0.396 +D+L+H, LL Comb Run (*LL) 0.954 0.886 0.396 +D+L+H, LL Comb Run (L**) 0.954 0.886 0.396 +D+L+H, LL Comb Run (L*L) 0.954 0.886 0.396 +D+L+H, LL Comb Run (LL*) 0.954 0.886 0.396 +D+L+H, LL Comb Run (LLL) 0.954 0.886 0.396 +D+Lr+H, LL Comb Run (**L) 0.922 1.232 0.642 +D+Lr+H, LL Comb Run (*L•) 1.213 1.263 0.355 +D+Lr+H, LL Comb Run (*LL) 1.181 1.609 0.601 +D+Lr+H, LL Comb Run (L**) 1.547 0.627 0.442 +D+Lr+H, LL Comb Run (L*L) 1.515 0.973 0.688 +D+Lr+H, LL Comb Run (LL*) 1.806 1.003 0.402 +D+Lr+H, LL Comb Run (LLL) 1.774 1.349 0.648 13 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-1 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Vertical Reactions Load Combination +D+S+H +D+O. 750Lr+O. 750L +H, LL Comb Run (• +D+O. 750Lr+O. 750L +H, LL Comb Run (• +D+O. 750Lr+O. 750L +H, LL Comb Run (• +D+O. 750Lr+O. 750L +H, LL Comb Run (L +D+O. 750Lr+0.750L +H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+O. 750Lr+0.750L +H, LL Comb Run (L +D+O. 750L +O. 750S+H, LL Comb Run ( .. +D+0.750L +0.750S+H, LL Comb Run (•L +D+0.750L +0.750S+H, LL Comb Run (•L +D+0.750L +0.750S+H, LL Comb Run (L• +D+0.750L +0.750S+H, LL Comb Run (L• +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60O+0.60W+0.60H +D+O. 70E+O. 60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +O+0.750L+0.750S+0.5250E+H, LL Comb +0.60O+0.70E+H D Only Lr Only, LL Comb Run (••L) Lr Only, LL Comb Run (*L*) Lr Only, LL Comb Run ('LL) Lr Only, LL Comb Run (L**) Lr Only, LL Comb Run (L*L) Lr Only, LL Comb Run (LL*) Lr Only, LL Comb Run (LLL) H Only Support 1 Support notation : Far left is #1 Values in KIPS Support 2 Support 3 Support 4 0.954 0.886 0.396 0.930 1.146 0.581 1.148 1.168 0.366 1.124 1.428 0.550 1.398 0.692 0.431 1.375 0.951 0.615 1.593 0.974 0.400 1.569 1.233 0.585 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.930 1.146 0.581 1.148 1.168 0.366 1.124 1.428 0.550 1.398 0.692 0.431 1.375 0.951 0.615 1.593 0.974 0.400 1.569 1.233 0.585 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.572 0.532 0.238 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.954 0.886 0.396 0.572 0.532 0.238 0.954 0.886 0.396 -0.032 0.346 0.246 0.259 0.377 -0.041 0.227 0.722 0.205 0.593 -0.259 0.046 0.561 0.086 0.292 0.852 0.117 0.006 0.820 0.463 0.252 14 of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-2 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Boise Cascade Wood Species Wood Grade Versa Lam 2.0 3100 West Beam Bracing Completely Unbraced Span = 14.0 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Fb + Fb - Fc -Prll Fe -Perp Fv Ft 3,100.0 psi 3,100.0psi 3,000.0psi 750.0psi 285.0 psi 1,950.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf D(0.95) Lr(0.85) D 0.0399 Lr 0.0266 5.25x11.875 Span= 6.50 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary W idth = 2.50 ft, (W1, ROOF) Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 0.0 --» 7.0 ft, Trib Width = 0.0->3.50 ft, (W 2) Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 7.0 --» 14.0 ft, Trib Width = 3.50->0.0 ft, (W2) Load for Span Number 2 Uniform Load : D = 0.030, Lr = 0.020 ksf, Tributary W idth = 1.330 ft, (W1 , ROOF) Point Load : D = 0.950, Lr = 0.850 k@ 6.50 ft, (P1) Point Load : D = 0.10, Lr = 0.10 k@ 0.0 ft, (P2) D_g_$_LGN SUMMJJBY Maximum Bending Stress Ratio Section used for this span fb : Actual = 0.350 1 5.25x11.875 = 1,311.64psi = 3,749.11psi Fb: Allowable Load Combination +D+Lr+H, LL Comb Run (*L) 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 = 14.000ft = Span# 1 0.316 in Ratio = -0.091 in Ratio = 0.600 in Ratio = -0.137in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr +D+H Design OK = 0.153 : 1 5.25x11 .875 Maximum Shear Stress Ratio Section used for this span fv: Actual = 54.54 psi Fv: Allowable Load Combination = 356.25 psi +D+Lr+H, LL Comb Run (LL) Location of maximum on span Span# where maximum occurs = 1~000ft 492 >=360 1847 >=360 258 >=180 1224 >=180 Cm C t Span: 2 : Lr Only, LL Comb Run (*L) Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : +D+Lr+H, LL Comb Run (*L) Span: 1 : +D+Lr+H, LL Comb Run (*L) CL M F'b 0.00 Span# 1 V 0.00 0.00 0.00 Length = 14.0 ft 1 0.263 0.119 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 2733.38 1.27 30.56 256.50 Length = 6.50 ft 2 0.260 0.119 0.90 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 2764.87 1.27 30.56 256.50 15 of 57 @ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: d avid@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8, 17 DAVID THOMAS ENGINEERING, A.P .C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ra I0s Segment Length Span# M V Cd CFN C i Cr Cm Ct CL M fb F'b V +D+L+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.238 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 3027.32 1.27 30.56 285.00 Length = 6. 50 ft 2 0.235 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3068.41 1.27 30.56 285.00 +D+L+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.238 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 3027.32 1.27 30.56 285.00 Length = 6.50 ft 2 0.235 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3068.41 1.27 30.56 285.00 +D+L +H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.238 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 3027.32 1.27 30.56 285.00 Length = 6.50 ft 2 0.235 0.107 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3068.41 1.27 30.56 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.350 0.153 1.25 1.000 1.00 1.00 1.00 1.00 0.97 13.49 1,311 .64 3749.11 2.27 54.54 356.25 Length = 6.50 ft 2 0.343 0.153 1.25 1.000 1.00 1.00 1.00 1.00 0.99 13.49 1,311 .64 3823.34 2.27 54.54 356.25 +D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.192 0.117 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3749.11 1.73 41 .52 356.25 Length = 6.50 ft 2 0.188 0.1 17 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3823.34 1.27 41 .52 356.25 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.350 0.153 1.25 1.000 1.00 1.00 1.00 1.00 0.97 13.49 1,311 .64 3749.11 2.27 54.54 356.25 Length = 6.50 ft 2 0.343 0.153 1.25 1.000 1.00 1.00 1.00 1.00 0.99 13.49 1,311 .64 3823.34 2.27 54.54 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.208 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3462.84 1.27 30.56 327.75 Length = 6.50 ft 2 0.204 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3522.08 1.27 30.56 327.75 +D+0.750Lr+0.750L+H, LL C( 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.310 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.97 11.97 1,163.64 3749.11 2.02 48.54 356.25 Length = 6.50 ft 2 0.304 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.97 1,163.64 3823.34 2.02 48.54 356.25 +D+0.750Lr+0.750L+H, LL C( 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.192 0.107 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3749.11 1.59 38.25 356.25 Length = 6.50 ft 2 0.188 0.107 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3823.34 1.27 38.25 356.25 +D+0.750Lr+0.750L +H, LL C( 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.310 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.97 11 .97 1,163.64 3749.11 2.02 48.54 356.25 Length = 6.50 ft 2 0.304 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.97 1,163.64 3823.34 2.02 48.54 356.25 +D+O. 750L +0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.208 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3462.84 1.27 30.56 327.75 Length = 6.50 ft 2 0.204 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3522.08 1.27 30.56 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.208 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3462.84 1.27 30.56 327.75 Length = 6.50 ft 2 0.204 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3522.08 1.27 30.56 327.75 +D+O. 750L +0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.208 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.40 719.66 3462.84 1.27 30.56 327.75 Length = 6.50 ft 2 0.204 0.093 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.40 719.66 3522.08 1.27 30.56 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+O. 750Lr+0. 750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.247 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.95 11.97 1,163.64 4718.67 2.02 48.54 456.00 Length = 6.50 ft 2 0.239 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11 .97 1,163.64 4869.52 2.02 48.54 456.00 +D+O. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.084 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.59 38.25 456.00 Length= 6.50 ft 2 0.148 0.084 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 38.25 456.00 +D+O. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.247 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.95 11.97 1,163.64 4718.67 2.02 48.54 456.00 Length = 6.50 ft 2 0.239 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.98 11 .97 1,163.64 4869.52 2.02 48.54 456.00 +D+0.750L +0.750S+0.450W-+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 + D+O. 7 SOL +0. 7 S0S+O .4 SOW-+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+0.750L+0.750S+0.450W-+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 16 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-2 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.092 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.44 431 .80 4718.67 0.76 18.33 456.00 Length = 6.50 ft 2 0.089 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.44 431 .80 4869.52 0.76 18.33 456.00 +D+0. 70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D-0. 70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+O. 750L +0. 750S+0.5250E-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.1 53 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+0. 750L +0. 750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+0.750L +0. 750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+O. 750L +0. 750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+O. 750L +0. 750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +D+O. 750L +0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.153 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.40 719.66 4718.67 1.27 30.56 456.00 Length = 6.50 ft 2 0.148 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.40 719.66 4869.52 1.27 30.56 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 14.0 ft 1 0.092 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.44 431.80 4718.67 0.76 18.33 456.00 Length = 6.50 ft 2 0.089 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.44 431 .80 4869.52 0.76 18.33 456.00 +0.60D-O. 70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.092 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.44 431 .80 4718.67 0.76 18.33 456.00 Length = 6.50 ft 2 0.089 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.44 431 .80 4869.52 0.76 18.33 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span 1 0.0000 0.000 +D+Lr+H, LL Comb Run (*L) -0.1372 8.682 +D+Lr+H, LL Comb Run (*L) 2 0.6001 6.500 0.0000 8.682 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.788 4.830 Overall MINimum 0.160 2.153 +D+H 0.193 2.677 +D+L+H, LL Comb Run (*L) 0.193 2.677 +D+L+H, LL Comb Run (L*) 0.193 2.677 +D+L+H, LL Comb Run (LL) 0.193 2.677 +D+Lr+H, LL Comb Run (*L) -0.242 4.235 +D+Lr+H, LL Comb Run (L*) 0.788 3.272 +D+Lr+H, LL Comb Run (LL) 0.353 4.830 +D+S+H 0.193 2.677 +D+0.750Lr+0.750L+H, LL Comb Run (* -0.133 3.845 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.639 3.123 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.313 4.291 +D+0.750L+0.750S+H, LL Comb Run (*L 0.193 2.677 +D+0.750L+0.750S+H, LL Comb Run (L* 0.193 2.677 +D+0.750L+0.750S+H, LL Comb Run (LL 0.193 2.677 +D+0.60W+H 0.193 2.677 17 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-2 DAVID THOMAS ENGINEERING, A.P.C. Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC I C 1983-2022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+0. 750L +0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H D Only Lr Only, LL Comb Run (•L) Lr Only, LL Comb Run (L *) Lr Only, LL Comb Run (LL) H Only Support 1 Support 2 Support 3 -0.133 3.845 0.639 3.123 0.313 4.291 0.193 2.677 0.193 2.677 0.193 2.677 0.116 1.606 0.193 2.677 0.193 2.677 0.193 2.677 0.193 2.677 0.1 16 1.606 0.193 2.677 -0.435 1.558 0.595 0.595 0.160 2.153 18 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION : RB-3 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properti es Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Boise Cascade Versa Lam 2.0 3100 West Beam Bracing Completely Unbraced 0(1 .26) Lr(1 .26) D(0.026t )9Lr(0.0266} v • 1 5.25x11.875 Span = 13.50 ft • Fb + Fb - Fc -Prll Fe -Perp Fv Ft 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi • ~ • E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf D(0.0399) Lr(0.0266) • • o,,.,,,r ,.,,, 5.25x11 .875 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary W idth = 1.330 ft, (W1, ROOF) Point Load : D = 1.260, Lr = 1.260 k@ 6.50 ft, (P1) Load for Span Number 2 Uniform Load : D = 0.030, Lr= 0.020 ksf, Tributary W idth = 1.330 ft, (W1, ROOF) Point Load : D = 0.890, Lr= 0.720 k @6.50 ft, (P2, RB-1,R2) Qf=,$_/<;;N SU/MMA /!Y_ Maximum Bending Stress Ratio = 0.317. 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span fb: Actual = 1,191.53psi fv: Actual Fb: Allowable = 3,755.12psi Fv: Allowable Design OK = 0.1 71 : 1 5.25x11 .875 = 60.92 psi = 356.25 psi Load Combination +D+Lr+H, LL Comb Run (LL) Load Combination +D+Lr+H, LL Comb Run (LL) 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 = = 13.500ft Span# 1 0.265 in Ratio= -0.129 in Ratio= 0.474 in Ratio = -0.079 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN C i Cr +D+H Length = 13.50 ft 0.249 0.130 0.90 1.000 1.00 1.00 Length = 6. 50 ft 2 0.247 0.130 0.90 1.000 1.00 1.00 +D+L+H, LL Comb Run (*L) 1.000 1.00 1.00 Length = 13.50 ft 1 0.225 0.117 1.00 1.000 1.00 1.00 Length = 6.50 ft 2 0.222 0.117 1.00 1.000 1.00 1.00 +D+L +H, LL Comb Run (L *) 1.000 1.00 1.00 Length = 13.50 ft 1 0.225 0.11 7 1.00 1.000 1.00 1.00 Location of maximum on span = Span# where maximum occurs = 588>=360 1204>=360 328>=240 2050>=240 Cm Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Span: 2 : Lr Only, LL Comb Run (*L) Span: 2: Lr Only, LL Comb Run (L*) Span: 2 : +D+Lr+H , LL Comb Run (*L) Span: 2 : +D+Lr+H, LL Comb Run (L *) CL M F'b 0.00 0.98 7.01 681.73 2735.77 0.99 7.01 681 .73 2764.87 0.99 0.00 0.98 7.01 681 .73 3030.49 0.99 7.01 681 .73 3068.41 0.99 0.00 0.98 7.01 681 ,73 3030.49 12.520 ft Span# 1 V fv 0.00 0.00 0.00 1.38 33.29 256.50 1.21 33.29 256.50 0.00 0.00 0.00 1.38 33.29 285.00 1.21 33.29 285.00 0.00 0.00 0.00 1.38 33.29 285.00 19 of 57 • ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 L\C#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-3 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN Ci Cr Cm Ct CL F'b V fv F'v Length = 6.50 ft 2 0.222 0.117 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681.73 3068.41 1.21 33.29 285.00 +D+L+H, LL Comb Run (LL} 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.225 0.117 1.00 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681.73 3030.49 1.38 33.29 285.00 Length = 6.50 ft 2 0.222 0.117 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681 .73 3068.41 1.21 33.29 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.317 0.140 1.25 1.000 1.00 1.00 1.00 1.00 0.97 12.25 1,191 .53 3755.12 2.08 49.97 356.25 Length = 6.50 ft 2 0.312 0.140 1.25 1.000 1.00 1.00 1.00 1.00 0.99 12.25 1,191 .53 3823.34 2.08 49.97 356.25 +D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.182 0.145 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3755.12 2.14 51.58 356.25 Length = 6.50 ft 2 0.178 0.145 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681.73 3823.34 1.21 51.58 356.25 +D+Lr+H, LL Comb Run (LL} 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13. 50 ft 1 0.317 0.171 1.25 1.000 1.00 1.00 1.00 1.00 0.97 12.25 1,191 .53 3755.12 2.53 60.92 356.25 Length = 6.50 ft 2 0.312 0.171 1.25 1.000 1.00 1.00 1.00 1.00 0.99 12.25 1,191.53 3823.34 2.08 60.92 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.197 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3467.54 1.38 33.29 327.75 Length= 6.50 ft 2 0.194 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681 .73 3522.08 1.21 33.29 327.75 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.283 0.126 1.25 1.000 1.00 1.00 1.00 1.00 0.97 10.94 1,064.08 3755.12 1.86 44.76 356.25 Length = 6.50 ft 2 0.278 0.126 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.94 1,064.08 3823.34 1.86 44.76 356.25 +D+0.750Lr+0.750L +H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.1 82 0.132 1.25 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3755.12 1.95 47.01 356.25 Length = 6.50 ft 2 0.178 0.132 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681 .73 3823.34 1.21 47.01 356.25 +D+0. 750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.283 0.152 1.25 1.000 1.00 1.00 1.00 1.00 0.97 10.94 1,064.08 3755.12 2.25 54.02 356.25 Length= 6.50 ft 2 0.278 0.152 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.94 1,064.08 3823.34 1.86 54.02 356.25 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.197 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3467.54 1.38 33.29 327.75 Length = 6.50 ft 2 0.1 94 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681.73 3522.08 1.21 33.29 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.197 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3467.54 1.38 33.29 327.75 Length = 6.50 ft 2 0.194 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681 .73 3522.08 1.21 33.29 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.197 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.01 681 .73 3467.54 1.38 33.29 327.75 Length = 6.50 ft 2 0.194 0.102 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.01 681 .73 3522.08 1.21 33.29 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.1 44 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681.73 4869.52 1.21 33.29 456.00 +D+0. 750Lr+0.750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.225 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.95 10.94 1,064.08 4731 .75 1.86 44.76 456.00 Length = 6.50 ft 2 0.219 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.98 10.94 1,064.08 4869.52 1.86 44.76 456.00 +D+0. 750Lr+0,750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.103 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681.73 4731 .75 1.95 47.01 456.00 Length = 6.50 ft 2 0.140 0.103 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 47.01 456.00 +D+0. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 13.50 ft 1 0.225 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.95 10.94 1,064.08 4731 .75 2.25 54.02 456.00 Length = 6.50 ft 2 0.219 0.118 1.60 1.000 1.00 1.00 1.00 1.00 0.98 10.94 1,064.08 4869.52 1.86 54.02 456.00 +D+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681.73 4731.75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+0.750L +0. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681.73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+0.750L +0. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681.73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.086 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.21 409.04 4731 .75 0.83 19.98 456.00 Length = 6.50 ft 2 0.084 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.21 409.04 4869.52 0.73 19.98 456.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 20 of 57 • ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-0601 5405, Build:20.22.8.17 DAVID THOMAS ENGINEERING. A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: RB-3 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V fv Length = 13.50 ft 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681.73 4869.52 1.21 33.29 456.00 +D-0. 70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 13.50 ft 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+0.750L+0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+0. 750L +0. 750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+O. 750L +0.750S+0.5250E· 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681.73 4869.52 1.21 33.29 456.00 +D+0.750L +0.750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33.29 456.00 +D+0. 750L +0. 750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731 .75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681.73 4869.52 1.21 33.29 456.00 +D+0. 750L +0. 750S-0.5250E+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.144 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.95 7.01 681 .73 4731.75 1.38 33.29 456.00 Length = 6.50 ft 2 0.140 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.01 681 .73 4869.52 1.21 33 .29 456.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.086 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.21 409.04 4731 .75 0.83 19.98 456.00 Length = 6.50 ft 2 0.084 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.21 409.04 4869.52 0.73 19.98 456.00 +0.60D-0.70E+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 13.50 ft 0.086 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.95 4.21 409.04 4731 .75 0.83 19.98 456.00 Length = 6.50 ft 2 0.084 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.21 409.04 4869.52 0.73 19.98 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+Lr+H, LL Comb Run (L*) 1 0.0970 6.1 09 +D+Lr+H, LL Comb Run (*L) -0.0790 9.277 +D+Lr+H, LL Comb Run (*L) 2 0.4743 6.500 0.0000 9.277 Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.269 4.762 Overall MINimum 0.445 2.067 +D+H 0.436 2.694 +D+L+H, LL Comb Run (*L) 0.436 2.694 +D+L +H, LL Comb Run (L *) 0.436 2.694 +D+L +H, LL Comb Run (LL) 0.436 2.694 +D+Lr+H, LL Comb Run (*L) 0.047 3.976 +D+Lr+H, LL Comb Run (L*) 1.269 3.481 +D+Lr+H, LL Comb Run (LL) 0.880 4.762 +D+S+H 0.436 2.694 +D+0.750Lr+0.750L+H, LL Comb Run(* 0.144 3.655 +D+0.750Lr+0.750L+H, LL Comb Run (L 1.060 3.284 +D+0.750Lr+0.750L +H , LL Comb Run (L 0.769 4.245 +D+0.750L +0.750S+H, LL Comb Run (*L 0.436 2.694 +D+0.750L+0.750S+H, LL Comb Run (L* 0.436 2.694 +D+0.750L+0.750S+H, LL Comb Run (LL 0.436 2.694 +D+0.60W+H 0.436 2.694 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.144 3.655 +D+0.750Lr+0.750L +0.450W+H, LL Comb 1.060 3.284 +D+0.750Lr+0.750L +0.450W+H, LL Comb 0.769 4.245 +D+0.750L+0.750S+0.450W+H, LL Comb 0.436 2.694 +D+0.750L+0.750S+0.450W+H, LL Comb 0.436 2.694 21 of 57 t Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-3 DAVID THOMAS ENGINEERING, A.P.C. Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC INC 1983-2022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0. 750L +0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H D Only Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) H Only Support 1 Support 2 Support 3 0.436 2.694 0.261 1.617 0.436 2.694 0.436 2.694 0.436 2.694 0.436 2.694 0.261 1.617 0.436 2.694 -0.388 1.281 0.833 0.786 0.445 2.067 22 of 57 Job • Panichelle Residence • 22160 _Calculated by _ ___.D"'-4'T_ Date __ _ David Thomas Engineering· Beam Design ~ESIGN LEVEL: __ . -F-(J'f)_·r_· _______ _ LABEL: ~ ... $ · SPAN= tt W1 = fo ~ 6~) -: (~o ,r¼=-- W2 = 1ti f F (¾ ) ~ l4o f(f-. P1 = [P:9-"Z-1 ft-J :: 4,3~1) ~ P2= [f'le-3, F~ = f,,c,o tt,s USE: FT. C: - ALT:_· _____ GRADE: ___ C: __ LABEL: *5-? . SPAN = ft FT. W1 = ~p ftF(s J :. /CO rr • 1Ex1~ ~ w2= 4o FF(f) =-l~ f'f: 1 ~~ P1 = ALT: _____ GRADE: ___ C: __ LAB~~:". -;·ff·&~,~---SPAN-= 7' FT. W1 = 4o rs •F(.Ji J =-Z~O . flf:- P1 = (P..B -'2-I ~~ ::-4, ft,, D tf,_5 • P2= 4o ~-;= (,)(1) ~')-= v~ I½, ALT: _____ GRADE; ___ q_: __ E= ___ ksi E= ___ ksi r 7 -o E= ___ ksi \, 23 of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dlengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-4 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 3100 psi 3100 psi 3000 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing V Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced 0(2.68) Lr(2.15) D 0,0.075 Lr O 0.05 V Fc -Prll Fe -Perp Fv Ft D 0,0.07 Lr O 0.07 5.25X11.875 Span = 14.0 ft 750 psi 285 psi 1950 psi D 0.03 Lr 0.02 Ebend-xx 2000 ksi Eminbend -xx l530120482 ksi Density 41 .76pcf D(2.69) Lr(2.07) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.030, Lr= 0.020 k/ft, Extent= 4.0 --» 14.0 ft, Tributary Width= 1.0 ft, (W1 ) Varying Uniform Load : D= 0.030->0.030, Lr= 0.020->0.020 ksf, Extent = 0.0 --» 4.0 ft, Trib Width = 0.0->2.50 ft, (W1) Point Load : D = 2.680, Lr= 2.150 k@ 4.0 ft, (P1 ,RB-2,R2) Point Load : D = 2.690, Lr= 2.070 k@ 12.50 ft, (P2,RB-3,R2) Varying Uniform Load : D= 0.020->0.020, Lr= 0.020->0.020 ksf, Extent= 4.0 --» 10.0 ft, Trib Width = 0.0->3.50 ft, (W2) DESIGN SUMMARY IMaximu~ Bending Stre~s R~tio Section used for th is 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 = = = 0.469 1 5.25x11 .875 1,759.67psi 3,749.11 psi +D+Lr 4.036ft Span # 1 0. 182 in Ratio = O in Ratio= 0.423 in Ratio= 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # V CFN C i c, D Only ---· Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 920 >=360 Span: 1 : Lr Only O <360 n/a 397 >=240 Span: 1 : +D+Lr O <240 n/a Cm Ct CL = = = F'b 0.00 Design OK 0.425 : 1 5.25x11.875 151 .57 psi 356.25 psi +D+Lr 13.029 ft Span# 1 V 0.00 0.00 0.00 Length= 14.0 ft +D+Lr 0.364 0.337 0.90 1.000 1.00 1.00 1.00 1.00 0.98 10.24 995.54 2733.38 3.59 86.35 256.50 Length = 14.0 ft +D+0.750Lr Length= 14.0 ft 1 0.469 0.418 1.000 0.425 1.25 1.000 1.000 0.380 1.25 1.000 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 18.09 1,759.67 3749.11 6.30 151.57 356 .25 0.00 0.00 0.00 0.00 16.13 1,568.64 3749.11 5.62 135.26 356.25 24 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell : (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-4 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V +0.60D Length =14.0ft 1 0.127 0.114 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination verall M ,mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Span Cd CFN Ci Cr Cm Ct CL M 1.000 1.00 1.00 1.00 1.00 0.97 1.60 1.000 1.00 1.00 1.00 1.00 0.95 6.1 4 Max. "-" Defl Location in Span Load Combination 0.4230 6.796 Support notation : Far left is #1 Support 1 Support 2 4. 48 6.366 2.000 2.730 2.648 3.635 4.648 6.366 4.148 5.683 1.589 2.181 2.000 2.730 fb 597.33 F'b V fv 0.00 0.00 0.00 0.00 4718.66 2.15 51 .81 456.00 Max. "+" Defl Location in Span 0.0000 Values in KIPS 25 of 57 0.000 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: RB-5 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 3,100.0 psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced Fc -Prll Fe -Perp Fv Ft 5.25x11.875 Span = 14.0 It 750.0 psi 285.0 psi 1,950.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.030, Lr= 0.020 ksf, Tributary W idth= 3.0 ft, (W1 ,ROOF EXT) Uniform Load : D = 0.020, Lr= 0.020 ksf, Tributary Width = 2.50 ft, (W2,ROOF) Uniform Load : D = 0.0160 ksf, Tributary W idth= 4.0 ft, (W 3, GLASS WINDOW) DESIGN SUMMARY I 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 = = 0.211: 1 5.25x11.875 791 .25psi 3,749.11 psi +D+Lr 7.000ft Span# 1 0.065 in Ratio= O in Ratio = 0. 197 in Ratio = 0 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination ax S-ress alOS Segment Length Span# M V Cd CFN Ci Cr D Only Length = 14.0 ft 0.194 0.126 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 14.0 ft 0.211 0.135 1.25 1.000 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 Length= 14.0 ft 0.194 0.124 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length = 14.0 ft 1 0.067 0.042 1.60 1.000 1.00 1.00 -· Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 2573>=360 0 <360 852>=240 0<240 Cm Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a CL M 0.98 5.44 0.98 0.97 8.14 0.97 0.97 7.46 0.97 0.95 3.26 fb 529.15 791.25 725.73 317.49 = = = F'b 0.00 2733.38 0.00 3749.11 0.00 3749.11 0.00 4718.67 Design OK 0.135 : 1 5.25x11 .875 48.17 psi 35€\.25 psi +D+Lr 13.029 ft Span# 1 V fv 0.00 0.00 F'v 0.00 1.34 32.22 256.50 0.00 0.00 0.00 2.00 48.17 356.25 0.00 0.00 0.00 1.84 44.18 356.25 0.00 0.00 0.00 0.80 19.33 456.00 26 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell : (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: UC#: KW-060 15405, Build:20.22.8.17 DESCRIPTION: RB-5 DAVID THOMAS ENGINEERING, A.P.C. Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+Lr 0.1970 7.051 Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC INC 1983-2022 Max. "+" Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination vera Imum Overall MINimum D Only +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 2.325 2.32 0.770 0.770 1.555 1.555 2.325 2.325 2.132 2.132 0.933 0.933 0.770 0.770 27 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION : RB-6 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination . ASCE 7-16 Fb + Fb - 3,100.0psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced Fe -Prll Fe -Perp Fv Ft ··- 750.0 psi 285.0 psi 1,950.0 psi ~21BS) Lr(CI.BZ~) D 0.11 Lr 0.11 5.25x11 .875 Span = 7.0 ft 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 loading Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width= 5.50 ft, (W 1 ,ROOF) Point Load : D = 2.690, Lr= 2.070 k@ 4.50 ft, (P1 ,RB-2,R2) Point Load : D = 0.3250, Lr = 0.3250 k@ 4.50 ft, (P2, ROOF HIP) 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 = = 0.255 1 5.25x11 .875 975.23psi 3,818.56psi +D+Lr 4.496ft Span # 1 0.022 in Ratio= O in Ratio = 0.050 in Ratio = O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ral1os Segment Length Span# M V Cd CFN Ci Cr D Only Length= 7.0 ft 1 0.196 0.2 12 0.90 1.000 1.00 1.00 +D+Lr 1.000 1.00 1.00 Length = 7.0 ft 1 0.255 0.276 1.25 1.000 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 Length = 7.0 ft 0.227 0.245 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length = 7.0 ft 0.067 0.072 1.60 1.000 1.00 1.00 -- Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 3778 >=360 0 <360 1685>=240 0<240 Cm Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Span: 1 : Lr Only nla Span: 1 : +D+Lr nla CL M 0.99 5.56 0.99 0.99 10.03 0.99 0.99 8.91 0.99 0.98 3.34 fb 540.98 975.23 866.66 324.59 Design OK = 0.276 : 1 5.25x11.875 = 98.17 psi = 356.25 psi +D+Lr = 6.029 ft = Span# 1 F'b V fv 0.00 0.00 0.00 0.00 2762.69 2.26 54.43 256.50 0.00 0.00 0.00 0.00 3818.56 4.08 98.17 356 .25 0.00 0.00 0.00 0.00 3818.56 3.63 87.23 356.25 0.00 0.00 0.00 0.00 4860.54 1.36 32.66 456.00 28 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell : (858) 336-9902 d avid@dtengsd.com Project Title: Engineer: Project ID: Project Descr: UC# : KW-06015405, Build:20.22.8.17 DESCRIPTION : RB-6 DAVID THOMAS ENGINEERING, A.P.C. Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination +D+Lr 0.0498 3.730 Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 (c) ENERCALC INC 1983-2022 Max. "+" Deft Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination vera IM 1mum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 2.765 4.311 1.240 1.925 1.525 2.386 2.765 4.311 2.455 3.830 0.915 1.432 1.240 1.925 29 of 57 Job Panichella Residence 22160 Calculated by ____ D_T_ Date __ _ David Thomas Engineering J . Beam Design DESIGN LEVEL: -:Z 'J>. r~ . .. , .; . ' '. ..~1 • ?!~¥-, '1--" 30 of 57 Wood Beam DAVID THOMAS ENGI NEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-1 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Boise Cascade Versa lam 2.0 3100 West Completely Unbraced 0(0.11) Lr(0.1 1 D(0.4BIQ D(1 . .:5(J)i5'f0'.)378) Fb + Fb - Fe -Prll Fe -Perp Fv Ft 3,100.0psi 3,100.0psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi E(-0!577) E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf D(0.11 )•Lr(0.11) f="F';;=.:,F-,,-----+-----.--------"'-"=~="-----+--~.-------------,. 5.25x20 Span = 2.50 fl Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 5.25x20 Span = 23.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 1.330 ft, (W1 , DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width = 2.50 ft, (W2, ROOF) Uniform Load : D = 0.0160 k/ft, Extent= 0.0 --» 2.50 ft, Tributary Width = 1.0 ft, (W3,WALL ABV) Uniform Load : D = 0.020, Lr= 0.020 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width= 5.50 ft, (W4,ROOF ABV) Point Load : D = 0.4970, Lr= 0.6480 k@ 0.0 ft, (P 1) Point Load : E = 0.5770 k@ 0.0 ft, (P3, SEISMIC) Point Load : E = 3.084 k@ 0.0 ft, (P4, SEISMIC) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 1.330 ft, (W1, DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 0.0 --» 23.0 ft, Tributary Width = 2.50 ft, (W2, ROOF) Uniform Load : D = 0.0160 k/ft, Extent= 15.50--» 23.0 ft, Tributary Width = 1.0 ft, (W3,WALL ABV) Uniform Load: D = 0.020, Lr= 0.020 ksf, Extent= 15.50 --» 23.0 ft, Tributary Width = 5.50 ft, (W4,ROOF ABV) Point Load : D = 1.220, Lr= 0.6780 k@ 2.50 ft, (P2) Point Load : E = 0.5770 k @ 2.50 ft, (P3,SEISMIC) Point Load : E = -0.5770 k @ 15.50 ft, (P3,SEISMIC) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.272 1 Section used for this span 5.25x20 fb : Actual = 844.27psi Fb:Allowable = 3,103.47psi Load Combin006@+0.750L+0.750S-1 .575E+H, LL Comb Run Location of maximum on span = 10.922ft Span# where maximum occurs = Span# 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.051 in Ratio= -0.029 in Ratio= 0.261 in Ratio= -0.088 in Ratio = .. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location or maximum on span Span # where maximum occurs = = = = = Design OK 0.273 : 1 5.25x20 124.36 psi 456.00 psi +1 . 1180+2.1 0E+0.60H 1.676 ft Span# 1 1166 >=360 2044 >=360 1057 >=240 Span: 2 : Lr Only, LL Comb Run (•L) Span: 2 : E Only 680>=240 Span: 2 : +D+0.750Lr+0.750L+H, LL Comb Run (•L) Span: 2 : +0.60D+0.70E+H 31 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN Ci Cr Cm Ct CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.50 ft 0.025 0.141 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 2774.59 2.53 36.11 256.50 Length = 23.0 ft 2 0.144 0.141 0.90 1.000 1.00 1.00 1.00 1.00 0.88 10.30 353.07 2456.87 2.53 36.11 256.50 +D+L+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.167 1.00 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 3080.76 3.32 47.46 285.00 Length = 23.0 ft 2 0.203 0.167 1.00 1.000 1.00 1.00 1.00 1.00 0.85 15.56 533.32 2629.05 3.32 47.46 285.00 +D+L+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.85 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.025 0.127 1.00 1.000 1.00 1.00 1.00 1.00 0.99 2.26 77.54 3080.76 2.54 36.26 285.00 Length = 23.0 ft 2 0.133 0.127 1.00 1.000 1.00 1.00 1.00 1.00 0.85 10.18 349.16 2629.05 2.54 36.26 285.00 +D+L+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.85 0.00 0.00 • 0.00 0.00 Length = 2. 50 ft 1 0.025 0.167 1.00 1.000 1.00 1.00 1.00 1.00 0.99 2.26 77.54 3080.76 3.33 47.61 285.00 Length = 23.0 ft 2 0.201 0.167 1.00 1.000 1.00 1.00 1.00 1.00 0.85 15.44 529.26 2629.05 3.33 47.61 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.85 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.018 0.151 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 3844.09 3.76 53.77 356.25 Length = 23.0 ft 2 0.188 0.151 1.25 1.000 1.00 1.00 1.00 1.00 0.75 16.03 549.74 2918.00 3.76 53.77 356.25 +D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.037 0.105 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.13 141 .68 3844.09 2.62 37.42 356.25 Length = 23.0 ft 2 0.110 0.105 1.25 1.000 1.00 1.00 1.00 1.00 0.75 9.36 320.80 2918.00 2.62 37.42 356.25 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.037 0.155 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.13 141 .68 3844.09 3.86 55.09 356.25 Length = 23.0 ft 2 0.177 0.155 1.25 1.000 1.00 1.00 1.00 1.00 0.75 15.09 517.39 2918.00 3.86 55.09 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length= 2.50 ft 1 0.019 0.110 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 3539.13 2.53 36.11 327.75 Length = 23.0 ft 2 0.125 0.110 1.15 1.000 1.00 1.00 1.00 1.00 0.79 10.30 353.07 2824.35 2.53 36.11 327.75 +D+0.750Lr+0.750L+H , LL Cc 1.000 1.00 1.00 1.00 1.00 0.79 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.018 0.162 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 3844.09 4.05 57.87 356.25 Length = 23.0 ft 2 0.218 0.1 62 1.25 1.000 1.00 1.00 1.00 1.00 0.75 18.54 635.55 2918.00 4.05 57.87 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.034 0.104 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 3844.09 2.60 37.21 356.25 Length = 23.0 ft 2 0.112 0.104 1.25 1.000 1.00 1.00 1.00 1.00 0.75 9.50 325.86 2918.00 2.60 37.21 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.034 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 3844.09 4.13 58.97 356.25 Length = 23.0 ft 2 0.208 0.166 1.25 1.000 1.00 1.00 1.00 1.00 0.75 17.72 607.43 2918.00 4.13 58.97 356.25 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.019 0.136 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 3539.13 3.12 44.62 327.75 Length = 23.0 ft 2 0.173 0.136 1.15 1.000 1.00 1.00 1.00 1.00 0.79 14.24 488.20 2824.35 3.12 44.62 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.79 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.021 0.111 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 3539.13 2.54 36.22 327.75 Length = 23.0 ft 2 0.124 0.111 1.15 1.000 1.00 1.00 1.00 1.00 0.79 10.21 350.14 2824.35 2.54 36.22 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.79 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.021 0.136 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 3539.13 3.13 44.74 327.75 Length = 23. 0 ft 2 0.172 0.136 1.15 1.000 1.00 1.00 1.00 1.00 0.79 14.15 485.17 2824.35 3.13 44.74 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.79 0.00 0.00 0.00 0.00 Length = 2.50 ft 0.014 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 2.53 36.11 456.00 Length = 23.0 ft 2 0.114 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.63 10.30 353.07 3103.47 2.53 36.11 456.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 0.014 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 2.53 36.11 456.00 Length = 23.0 fl 2 0.114 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.63 10.30 353.07 3103.47 2.53 36.11 456.00 +D+O. 750Lr+0.750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.014 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 4.05 57.87 456.00 Length = 23.0 ft 2 0.205 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.63 18.54 635.55 3103.47 4.05 57.87 456.00 +D+0. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.026 0.082 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 4907.28 2.60 37.21 456.00 Length = 23.0 ft 2 0.105 0.082 1.60 1.000 1.00 1.00 1.00 1.00 0.63 9.50 325.86 3103.47 2.60 37.21 456.00 +D+0. 750Lr+0. 750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.026 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 4907.28 4.13 58.97 456.00 Length = 23.0 ft 2 0.196 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.63 17.72 607.43 3103.47 4.13 58.97 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 fl 1 0.014 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 4.05 57.87 456.00 32 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405 , Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-1 Maximum Forces & Stresses for Load Combinations Load Combination ax :rress-Ra ,os Segment Length Span # M V Cd CFN Cj Cr Cm Ct CL M F'b V fv F'v Length = 23.0 ft 2 0.205 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.63 18.54 635.55 3103.47 4.05 57.87 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.026 0.082 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 4907.28 2.60 37.21 456.00 Length = 23.0 ft 2 0.105 0.082 1.60 1.000 1.00 1.00 1.00 1.00 0.63 9.50 325.86 3103.47 2.60 37.21 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.026 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.79 129.92 4907.28 4.13 58.97 456.00 Length = 23.0 ft 2 0.196 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.63 17.72 607.43 3103.47 4.13 58.97 456.00 +D+0.750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.014 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 3.12 44.62 456.00 Length = 23.0 ft 2 0.157 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.63 14.24 488.20 3103.47 3.12 44.62 456.00 +D+O. 750L +0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.015 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 4907.28 2.54 36.22 456.00 Length = 23.0 ft 2 0.113 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.63 10.21 350.14 3103.47 2.54 36.22 456.00 +D+O. 750L +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.015 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 4907.28 3.13 44.74 456.00 Length = 23.0 ft 2 0.156 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.63 14.15 485.17 3103.47 3.13 44.74 456.00 +D+O. 750L +0. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.01 4 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 68.99 4907.28 3.12 44.62 456.00 Length = 23.0 ft 2 0.157 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.63 14.24 488.20 3103.47 3.12 44.62 456.00 +D+O. 750L +O. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.015 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 4907.28 2.54 36.22 456.00 Length = 23.0 ft 2 0.113 0.079 1.60 1.000 1.00 1.00 1.00 1.00 0.63 10.21 350.14 3103.47 2.54 36.22 456.00 +D+O. 750L +0. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.015 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.20 75.41 4907.28 3.13 44.74 456.00 Length = 23.0 ft 2 0.156 0.098 1.60 1.000 1.00 1.00 1.00 1.00 0.63 14.15 485.17 3103.47 3.13 44.74 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.008 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.21 41.40 4907.28 1.52 21 .66 456.00 Length = 23.0 ft 2 0.068 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0.63 6.18 211 .84 3103.47 1.52 21 .66 456.00 +0.600-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.008 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.21 41.40 4907.28 1.52 21 .66 456.00 Length = 23.0 ft 2 0.068 0.048 1.60 1.000 1.00 1.00 1.00 1.00 0.63 6.18 21 1.84 3103.47 1.52 21 .66 456.00 +1 . 1180+2.1 OE+0.60H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.150 0.273 1.60 1.000 1.00 1.00 1.00 1.00 0.99 21.47 736.10 4907.28 8.71 124.36 456.00 Length = 23.0 ft 2 0.237 0.273 1.60 1.000 1.00 1.00 1.00 1.00 0.63 21.47 736.10 3103.47 4.35 124.36 456.00 +1. 1180-2.1 OE+0.60H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.119 0.223 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.97 581 .86 4907.28 7.13 101 .89 456.00 Length = 23.0 ft 2 0.268 0.223 1.60 1.000 1.00 1.00 1.00 1.00 0.63 24.22 830.57 3103.47 3.58 101 .89 456.00 +1 .088D+0.750L+0.750S+1.5 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.116 0.212 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.61 569.32 4907.28 6.76 96.52 456.00 Length = 23.0 ft 2 0.183 0.212 1.60 1.000 1.00 1.00 1.00 1.00 0.63 16.61 569.32 3103.47 4.49 96.52 456.00 +1.088D+O. 750L +0.750S+1.5 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.117 0.215 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.79 575.73 4907.28 6.86 97.95 456.00 Length = 23.0 ft 2 0.186 0.215 1.60 1.000 1.00 1.00 1.00 1.00 0.63 16.79 575.73 3103.47 3.90 97.95 456.00 +1 .0880+0.750L+0.750S+1.5 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.117 0.215 1.60 1.000 1.00 1.00 1.00 1.00 0.99 16.79 575.73 4907.28 6.86 97.95 456.00 Length = 23.0 ft 2 0.186 0.215 1.60 1.000 1.00 1.00 1.00 1.00 0.63 16.79 575.73 3103.47 4.50 97.95 456.00 +1.0880+0. 750L +O. 750S-1 .5, 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.085 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.99 12.23 419.15 4907.28 5.23 74.65 456.00 Length = 23.0 ft 2 0.272 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.63 24.62 844.27 3103.47 3.74 74.65 456.00 +1.0880+0. 750L +0.750S-1.5, 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.084 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.99 12.04 412.74 4907.28 5.23 74.65 456.00 Length = 23.0 ft 2 0.227 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.63 20.58 705.66 3103.47 3.13 74.65 456.00 +1.0880+0. 750L +0. 750S-1.5i 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.084 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.99 12.04 412.74 4907.28 5.23 74.65 456.00 Length = 23.0 ft 2 0.271 0.164 1.60 1.000 1.00 1.00 1.00 1.00 0.63 24.53 840.90 3103.47 3.73 74.65 456.00 +0.48230+2.10E+H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.141 0.255 1.60 1.000 1.00 1.00 1.00 1.00 0.99 20.1 9 692.25 4907.28 8.13 116.10 456.00 Length = 23.0 ft 2 0.223 0.255 1.60 1.000 1.00 1.00 1.00 1.00 0.63 20.19 692.25 3103.47 2.74 116.10 456.00 +0.4823D-2.1 OE+H 1.000 1.00 1.00 1.00 1.00 0.63 0.00 0.00 0.00 0.00 33 of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Project Title: Engineer: Panichella Residence David Thomas, SE 22160 Wood Beam Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com LIC# : KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-1 Project ID : Project Descr: Project File: Panichella Residence.ec6 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # V Length = 2.50 ft 1 0.128 0.233 Length = 23.0 ft 2 0.202 0.233 Overall Maximum Deflections Load Combination Span 1 +D+0.750Lr+0.750L+0.450W+H, I 2 Vertical Reactions Load Combination Overall Imum Overall MINimum +D+H +D+L +H, LL Comb Run (•L) +D+L+H, LL Comb Run (L•) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (•L) +D+Lr+H, LL Comb Run (L•) +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.750Lr+0.750L+H, LL Comb Run(* +D+0.750Lr+0.750L +H, LL Comb Run (L +D+0.750Lr+0.750L +H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (•L +D+0.750L+0.750S+H, LL Comb Run (L• +D+0.750L+0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0. 750Lr+0.750L +0.450W+H, LL Comb +D+0. 750Lr+0. 750L +0.450W+H, LL Comb +D+0. 750Lr+0.750L +0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+0.750L+0.750S+0.5250E+H , LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H D Only Lr Only, LL Comb Run (•L) Lr Only, LL Comb Run (L•) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (•L) L Only, LL Comb Run (L•) L Only, LL Comb Run (LL) EOnly H Only CFN C i Cr Cm 1.60 1.000 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 Max. "-" Defl Location in Span C t CL 1.00 0.99 1.00 0.63 M 18.25 18.25 Load Combination fb F'b 625.71 4907.28 625.71 3103.47 V 7.45 106.41 456.00 2.41 106.41 456.00 Max. "+" Defl Location in Span 0.0000 0.2609 0.000 11.693 +D+0. 750Lr+0. 750L +0.450W+H, I -0.0880 0.0000 0.000 0.000 Support notation : Far left is #1 Support 1 Support 2 Support 3 6.974 4.385 3.826 4.744 4.036 4.954 5.140 4.966 6.280 3.826 5.499 4.839 6.512 4.514 3.984 4.672 3.826 5.499 4.839 6.512 4.514 3.984 4.672 2.296 6.895 6.816 6.286 6.974 5.365 3.826 1.314 1.140 2.454 0.918 0.210 1.128 4.385 3.913 -0.724 2.220 3.138 2.209 3.127 3.559 2.128 3.467 2.220 3.913 2.143 3.835 2.908 2.212 2.900 2.220 3.913 2.143 3.835 2.908 2.212 2.900 1.332 1.713 2.528 1.832 2.520 0.825 2.220 1.339 -0.092 1.247 0.918 -0.011 0.907 -0.724 Values in KIPS 34 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-2 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced D(0.~~~ ~--"12=-.1,P"-''--=;0 *;-:-· 1=,2)'t~f/9:1il6'fhlr(O. 064) .0798 7x14 Span = 2.50 ft Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Fb + Fb - Fe -Prll Fe -Perp Fv Ft D 0.0399 L 0.0798 7x14 Span = 23.0 fl 3,100.0 psi 3,100.0 psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 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 = 0.030, L = 0.060 ksf, Tributary Width = 1.330 ft, (W1, DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 0.0 --» 2.50 ft, Tributary Width = 6.0 ft, (W3, ROOF) Uniform Load : D = 0.0160 k/ft, Extent= 0.0 --» 2.50 ft, Tributary Width = 1.0 ft, (W2,WALL ABV) Point Load : D = 0.5980, L = 0.9450 k@ 0.0 ft, (P1) Point Load : E = 3.084 k@ 0.0 ft, (P3, SEISMIC) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 1.330 ft, (W1 , DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 0.0 --» 3.0 ft, Tributary Width = 6.0 ft, (W3, ROOF) Uniform Load : D = 0.0160 k/ft, Extent = 0.0 --» 3.0 ft, Tributary Width= 1.0 ft, (W2,WALL ABV) Point Load : D = 0 .0640, Lr = 0.0640 k @ 3.0 ft, (P2) DESIGN SUMMARY I Ma;~~~~:-~~~~~~ht·~epsa~ R~tio 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 0.208 1 7x14 = 974.82psi = 4,679.02psi +1.1180+2.1 OE+0.60H = 0.000ft = Span# 2 0.088 in Ratio= -0.055 in Ratio= 0.270 in Ratio = -0.084 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs Design OK 0.250 : 1 7x14 114.05 psi 456.00 psi +1 .118D+2.10E+0.60H 1.341 ft Span# 1 678 >=360 1098 >=360 1023 >=240 712 >=240 Span: 2: L Only, LL Comb Run (*L) Span : 2 : E Only Cm Ct Span: 2 : +D+L+H, LL Comb Run (*L) Span: 2 : +0.600+0.70E+H CL F'b V fv F'v l +D+H 0.00 11 1.96 2784.27 0.00 0.00 0.00 Length = 2. 50 ft 0.040 0.064 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.13 1.08 16.52 256.50 35 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-2 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cni Ct CL M fb F'b V fv F'v Length = 23.0 ft 2 0.075 0.064 0.90 1.000 1.00 1.00 1.00 1.00 0.98 3.88 203.48 2726.45 1.08 16.52 256.50 +D+L +H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.036 0.102 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 3092.90 1.90 29.15 285.00 Length = 23. 0 ft 2 0.159 0.1 02 1.00 1.000 1.00 1.00 1.00 1.00 0.97 9.14 479.69 3018.04 1.90 29.15 285.00 +D+L +H, LL Comb Run (L *) 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.081 0.103 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.75 249.03 3092.90 1.92 29.45 285.00 Length = 23.0 ft 2 0.083 0.103 1.00 1.000 1.00 1.00 1.00 1.00 0.97 4.75 249.03 3018.04 1.19 29.45 285.00 +D+L +H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.081 0.108 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.75 249.03 3092.90 2.02 30.89 285.00 Length = 23.0 ft 2 0.138 0.108 1.00 1.000 1.00 1.00 1.00 1.00 0.97 7.92 415.76 3018.04 2.02 30.89 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.029 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 3863.79 1.33 20.40 356.25 Length = 23.0 ft 2 0.059 0.057 1.25 1.000 1.00 1.00 1.00 1.00 0.96 4.22 221 .65 3731.28 1.33 20.40 356.25 +D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.034 0.047 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.51 131.64 3863.79 1.10 16.77 356.25 Length = 23.0 ft 2 0.052 0.047 1.25 1.000 1.00 1.00 1.00 1.00 0.96 3.71 194.46 3731.28 1.10 16.77 356.25 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.034 0.058 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.51 131 .64 3863.79 1.35 20.65 356.25 Length = 23.0 ft 2 0.057 0.058 1.25 1.000 1.00 1.00 1.00 1.00 0.96 4.04 212.24 3731.28 1.35 20.65 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.031 0.050 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 3555.55 1.08 16.52 327.75 Length = 23.0 ft 2 0.059 0.050 1.1 5 1.000 1.00 1.00 1.00 1.00 0.97 3.88 203.48 3448.97 1.08 16.52 327.75 +D+0. 750Lr+0.750L +H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.029 0.081 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111 .96 3863.79 1.89 28.90 356.25 Length = 23.0 ft 2 0.114 0.081 1.25 1.000 1.00 1.00 1.00 1.00 0.96 8.09 424.51 3731 .28 1.89 28.90 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.059 0.077 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 3863.79 1.78 27.27 356.25 Length = 23.0 ft 2 0.062 0.077 1.25 1.000 1.00 1.00 1.00 1.00 0.96 4.37 229.52 3731.28 1.18 27.27 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.059 0.085 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 3863.79 1.99 30.39 356.25 Length = 23.0 ft 2 0.099 0.085 1.25 1.000 1.00 1.00 1.00 1.00 0.96 7.03 369.02 3731.28 1.99 30.39 356.25 +D+0.750L +0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.031 0.079 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111 .96 3555.55 1.70 25.99 327.75 Length = 23.0 ft 2 0.119 0.079 1.15 1.000 1.00 1.00 1.00 1.00 0.97 7.82 410.56 3448.97 1.70 25.99 327.75 +D+0.750L +0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.060 0.078 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 3555.55 1.66 25.42 327.75 Length = 23.0 ft 2 0.062 0.078 1.15 1.000 1.00 1.00 1.00 1.00 0.97 4.09 214.76 3448.97 1.16 25.42 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.060 0.083 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 3555.55 1.78 27.30 327.75 Length = 23.0 ft 2 0.105 0.083 1.15 1.000 1.00 1.00 1.00 1.00 0.97 6.91 362.66 3448.97 1.78 27.30 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 4941 .37 1.08 16.52 456.00 Length = 23.0 ft 2 0.043 0.036 1.60 1.000 1.00 1.00 1.00 1.00 0.94 3.88 203.48 4679.02 1.08 16.52 456.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.036 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 4941 .37 1.08 16.52 456.00 Length = 23.0 ft 2 0.043 0.036 1.60 1.000 1.00 1.00 1.00 1.00 0.94 3.88 203.48 4679.02 1.08 16.52 456.00 +D+0. 750Lr+0 .750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111 .96 4941 .37 1.89 28.90 456.00 Length = 23.0 ft 2 0.091 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.94 8.09 424.51 4679.02 1.89 28.90 456.00 +D+0. 750Lr+0.750L +0.450W-1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.046 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 4941 .37 1.78 27.27 456.00 Length = 23.0 ft 2 0.049 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.37 229.52 4679.02 1.18 27.27 456.00 +D+0. 750Lr+0.750L +0.450W· 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.046 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 4941 .37 1.99 30.39 456.00 Length = 23.0 ft 2 0.079 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.03 369.02 4679.02 1.99 30.39 456.00 +D+0. 750Lr+0.750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111 .96 4941 .37 1.89 28.90 456.00 Length = 23.0 ft 2 0.091 0.063 1.60 1.000 1.00 1.00 1.00 1.00 0.94 8.09 424.51 4679.02 1.89 28.90 456.00 +D+0.750Lr+0.750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 36 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-2 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.50 ft 1 0.046 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 4941 .37 1.78 27.27 456.00 Length = 23.0 ft 2 0.049 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.37 229.52 4679.02 1.18 27.27 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.046 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.37 229.52 4941 .37 1.99 30.39 456.00 Length = 23.0 ft 2 0.079 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.03 369.02 4679.02 1.99 30.39 456.00 +D+O. 750L +0. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111 .96 4941.37 1.70 25.99 456.00 Length = 23.0 ft 2 0.088 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.82 410.56 4679.02 1.70 25.99 456.00 +D+O. 750L +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 4941 .37 1.66 25.42 456.00 Length = 23.0 ft 2 0.046 0.056 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.09 214.76 4679.02 1.16 25.42 456.00 +0+0.750L+0.750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 4941 .37 1.78 27.30 456.00 Length = 23. O ft 2 0.078 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.91 362.66 4679.02 1.78 27.30 456.00 +D+0.750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.13 111.96 4941.37 1.70 25.99 456.00 Length = 23.0 ft 2 0.088 0.057 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.82 410.56 4679.02 1.70 25.99 456.00 +D+0.750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 4941 .37 1.66 25.42 456.00 Length = 23.0 ft 2 0.046 0.056 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.09 214.76 4679.02 1.16 25.42 456.00 +O+O. 750L +O. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.09 214.76 4941 .37 1.78 27.30 456.00 Length = 23.0 ft 2 0.078 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.91 362.66 4679.02 1.78 27.30 456.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.014 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 67.18 4941 .37 0.65 9.91 456.00 Length = 23.0 ft 2 0.026 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.94 2.33 122.09 4679.02 0.65 9.91 456.00 +0.600-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.014 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.28 67.18 4941.37 0.65 9.91 456.00 Length = 23.0 ft 2 0.026 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.94 2.33 122.09 4679.02 0.65 9.91 456.00 +1.1180+2.1 OE+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.197 0.250 1.60 1.000 1.00 1.00 1.00 1.00 1.00 18.58 974.82 4941 .37 7.45 114.05 456.00 Length = 23.0 ft 2 0.208 0.250 1.60 1.000 1.00 1.00 1.00 1.00 0.94 18.58 974.82 4679.02 1.91 114.05 456.00 +1 .1180-2.1 OE+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2. 50 ft 1 0.147 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.81 724.53 4941.37 5.81 88.90 456.00 Length = 23.0 ft 2 0.169 0.195 1.60 1.000 1.00 1.00 1.00 1.00 0.94 15.08 791.29 4679.02 1.43 88.90 456.00 +1.0880+0. 750L +0.750S+1 .5 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.154 0.195 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.47 759.10 4941 .37 5.81 88.87 456.00 Length = 23.0 ft 2 0.162 0.195 1.60 1.000 1.00 1.00 1.00 1.00 0.94 14.47 759.10 4679.02 2.32 88.87 456.00 +1.0880+0. 750L +O. 750S+1.5 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.174 0.221 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 861 .90 4941 .37 6.60 100.95 456.00 Length = 23.0 ft 2 0.184 0.221 1.60 1.000 1.00 1.00 1.00 1.00 0.94 16.42 861 .90 4679.02 1.79 100.95 456.00 +1 .088D+0.750L+0.750S+1.5 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.174 0.221 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.42 861 .90 4941 .37 6.60 100.95 456.00 Length = 23. O ft 2 0.184 0.221 1.60 1.000 1.00 1.00 1.00 1.00 0.94 16.42 861 .90 4679.02 2.41 100.95 456.00 +1 .0880+0.?SOL +O.?SOS-1.Si 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.104 0.141 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.82 515.41 4941 .37 4.21 64.39 456.00 Length = 23.0 ft 2 0.169 0.141 1.60 1.000 1.00 1.00 1.00 1.00 0.94 15 03 788.64 4679.02 1.85 64.39 456.00 +1 .0880+0.?SOL +O.?SOS-1.Si 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.084 0.117 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.86 412.61 4941 .37 3.50 53.54 456.00 Length = 23.0 ft 2 0.115 0.117 1.60 1.000 1.00 1.00 1.00 1.00 0.94 10.26 538.20 4679.02 1.15 53.54 456.00 +1 .0880+0. ?SOL +O. 750S-1.5i 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.084 0.11 7 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.86 412.61 4941 .37 3.50 53.54 456.00 Length = 23.0 ft 2 0.155 0.117 1.60 1.000 1.00 1.00 1.00 1.00 0.94 13.78 723.17 4679.02 1.77 53.54 456.00 +0.48230+2. 10E+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.183 0.232 1.60 1.000 1.00 1.00 1.00 1.00 1.00 17.22 903.67 4941 .37 6.90 105.56 456.00 Length = 23.0 ft 2 0.193 0.232 1.60 1.000 1.00 1.00 1.00 1.00 0.94 17.22 903.67 4679.02 1.22 105.56 456.00 +0.48230-2.1 OE+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.161 0.208 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.16 795.68 4941.37 6.19 94.71 456.00 Length = 23 .0 ft 2 0.170 0.208 1.60 1.000 1.00 1.00 1.00 1.00 0.94 15.16 795.68 4679.02 1.02 94.71 456.00 37 of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Project Title: Engineer: Panichella Residence David Thomas, SE 22160 Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Wood Beam UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-2 Overall Maximum Deflections Load Combination E Only +D+L+H, LL Comb Run (*L) Vertical Reactions Load Combination +D+H +D+L+H, LL Comb Run (*L) +D+L +H, LL Comb Run (L*) +D+L +H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L*) +D+Lr+H, LL Comb Run (LL) +D+S+H Span 1 2 +D+0. 750Lr+0. 750L +H, LL Comb Run (* +D+0.750Lr+0.750L +H, LL Comb Run (L +D+0. 750Lr+0.750L +H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0. 750L +0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0. 70E+0.60H +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0. 750L +0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H D Only Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L *) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L*) L Only, LL Comb Run (LL) E Only H Only Project ID : Project Descr: Project File: Panichella Residence.ec6 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0885 0.2697 0.000 11.693 +D+L+H, LL Comb Run (*L) -0.0399 1.327 Support notation : Far left is #1 Support 1 Support 2 Support 3 5.851 3.419 2.424 3.342 3.682 4.600 2.816 2.741 3.133 2.424 3.407 3.605 4.587 3.113 3.368 4.056 2.424 3.407 3.605 4.587 3.11 3 3.368 4.056 1.455 4.818 4.908 5.163 5.851 3.848 2.424 0.392 0.316 0.708 0.918 1.258 2.176 3.419 1.646 -0.335 0.728 1.646 0.614 1.532 0.760 0.712 0.743 0.728 1.440 0.630 1.343 1.416 0.643 1.331 0.728 1.440 0.630 1.343 1.416 0.643 1.331 0.437 0.493 1.240 0.467 1.155 0.202 0.728 0.032 -0.016 0.016 0.918 -0.114 0.804 -0.335 0.0000 1.327 Values in KIPS 38 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-3 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination: ASCE 7-16 Wood Species Wood Grade Beam Bracing Boise Cascade Versa Lam 2.0 3100 West Completely Unbraced Fb + Fb - Fe -Prll Fe -Perp Fv Ft " 3,100.0psi 3,100.0psi 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi 0(0.016) • " E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 0(1.56) Lr(0.21) D(2.BlijDt-Hl,~-,,--=D.,__,0:.:.... 1:..::8,_,L,::.r>=0"-'.1c.::8,__....--9i!Gf5~'{0;ti4) 10.50 X 11 .8 pan= 2.50 Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 10.50 X 14.0 Span = 23.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width= 1.330 ft, (W1 , DECK) Point Load : D = 1.036, L = 1.352 k@ 0.0 ft, (P1) Point Load : D = 0.4250, Lr= 0.4250 k@ 0.0 ft, (P2) Load for Span Number 2 Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 1.330 ft, (W1 , DECK) Uniform Load : D = 0.020, Lr = 0.020 ksf, Extent= 9.50 --» 17.50 ft, Tributary Width = 9.0 ft, (W3, ROOF) Uniform Load : D = 0.0160 k/ft, Extent= 9.50 --» 17.50 ft, Tributary Width = 1.0 ft, (W2,WALL ABV) Point Load : D = 1.550, Lr = 0.770 k@2.50 ft, (P3,RB-5,R2) Point Load : D = 1.530, Lr = 1.240 k@ 2.50 ft, (P4,RB-6,R1) Point Load : D = 2.390, Lr= 1.920 k@ 9.50 ft, (P5,RB-6,R2) Point Load : D = 0.540, Lr = 0.540 k @ 17.50 ft, (P6) Point Load : E = 2.171 k@ 9.50 ft, (P7) Point Load: E = -2.171 k@ 17.50 ft, (P7) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual 0.446 1 10.50 X 14.0 = 1,706.00psi = 3,827.64psi Fb: Allowable Load Combination +D+Lr+H, LL Comb Run (*L) 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 = 9.508ft = Span # 2 0.382 in Ratio= -0.135 in Ratio= 0.910 in Ratio= -0.310 in Ratio= -- Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.325 : 1 10.50 X 11.875 = 115.92 psi = 356.25 psi +D+Lr+H, LL Comb Run (LL) = 2.500 ft = Span# 1 722 >=360 442 >=360 303 >=180 192>=180 Span: 2 : Lr Only, LL Comb Run (*L) Span: 2 : L Only, LL Comb Run (L*) Span: 2 : +D+Lr+H, LL Comb Run (*L) Span: 1 : +D+Lr+H, LL Comb Run (*L) 39 of 57 ~ DAVID THOMAS ENGINEERING,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201 -3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB-3 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V Cd CFN C j Cr Cm Ct CL M fb F'b V +D+H 0.00 0.00 0.00 Length = 2.50 ft 1 0.068 0.279 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 2787.89 5.95 71 .55 256.50 Length = 23.0 ft 2 0.357 0.237 0.90 1.000 1.00 1.00 1.00 1.00 0.99 28.23 987.74 2766.84 5.95 60.69 256.50 +D+L +H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.061 0.286 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 3097.39 6.77 81.48 285.00 Length = 23.0 ft 2 0.380 0.243 1.00 1.000 1.00 1.00 1.00 1.00 0.99 33.35 1,166.81 3070.93 6.77 69.11 285.00 +D+L+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.1 18 0.258 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.52 365.65 3097.39 6.11 73.45 285.00 Length = 23.0 ft 2 0.297 0.219 1.00 1.000 1.00 1.00 1.00 1.00 0.99 26.1 0 913.26 3070.93 6.11 62.30 285.00 +D+L +H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.118 0.293 1.00 1.000 1.00 1.00 1.00 . 1.00 1.00 7.52 365.65 3097.39 6.93 83.38 285.00 Length = 23.0 ft 2 0.356 0.248 1.00 1.000 1.00 1.00 1.00 1.00 0.99 31 .24 1,092.85 3070.93 6.93 70.72 285.00 +D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.049 0.324 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 3870.91 9.59 11 5.37 356.25 Length = 23 .0 ft 2 0.446 0.275 1.25 1.000 1.00 1.00 1.00 1.00 0.99 48.76 1,706.00 3827.64 9.59 97.86 356.25 +D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.062 0.202 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.95 240.83 3870.91 5.99 72.11 356.25 Length = 23.0 ft 2 0.252 0.172 1.25 1.000 1.00 1.00 1.00 1.00 0.99 27.61 965.94 3827.64 5.99 61.16 356.25 +D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.062 0.325 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.95 240.83 3870.91 9.64 115.92 356.25 Length = 23.0 ft 2 0.440 0.276 1.25 1.000 1.00 1.00 1.00 1.00 0.99 48.14 1,684.20 3827.64 9.64 98.33 356.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 0.053 0.218 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 3561 .54 5.95 71.55 327.75 Length = 23.0 ft 2 0.280 0.185 1.15 1.000 1.00 1.00 1.00 1.00 0.99 28.23 987.74 3525.59 5.95 60.69 327.75 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.049 0.314 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 3870.91 9.30 111.86 356.25 Length = 23.0 ft 2 0.434 0.266 1.25 1.000 1.00 1.00 1.00 1.00 0.99 47.47 1,660.74 3827.64 9.30 94.88 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2 .50 ft 1 0.093 0.206 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360.28 3870.91 6.10 73.39 356.25 Length = 23.0 ft 2 0.239 0.175 1.25 1.000 1.00 1.00 1.00 1.00 0.99 26.17 915.53 3827.64 6.10 62.25 356.25 +D+0.750Lr+0.750L+H, LL Cc 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2 .50 ft 1 0.093 0.319 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360.28 3870.91 9.45 113.70 356.25 Length = 23.0 ft 2 0.415 0.271 1.25 1.000 1.00 1.00 1.00 1.00 0.99 45.41 1,588.53 3827.64 9.45 96.44 356.25 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.053 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 3561 .54 6.57 79.00 327.75 Length = 23.0 ft 2 0.318 0.204 1.15 1.000 1.00 1.00 1.00 1.00 0.99 32.07 1,122.05 3525.59 6.57 67.01 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.090 0.223 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 3561 .54 6.07 72.97 327.75 Length = 23.0 ft 2 0.264 0.189 1.15 1.000 1.00 1.00 1.00 1.00 0.99 26.64 931 .88 3525.59 6.07 61.90 327.75 +D+0.750L+0.750S+H, LL Co 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.090 0.245 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 3561.54 6.69 80.42 327.75 Length= 23.0 ft 2 0.302 0.208 1.15 1.000 1.00 1.00 1.00 1.00 0.99 30.48 1,066.20 3525.59 6.69 68.21 327.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length= 2.50 ft 1 0.038 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 5.95 71.55 456.00 Length = 23.0 ft 2 0.203 0.133 1.60 1.000 1.00 1.00 1.00 1.00 0.98 28.23 987.74 4877.49 5.95 60.69 456.00 +D-0.60W+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2 .50 ft 0.038 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 5.95 71.55 456.00 Length = 23.0 ft 2 0.203 0.133 1.60 1.000 1.00 1.00 1.00 1.00 0.98 28.23 987.74 4877.49 5.95 60.69 456.00 +D+0. 750Lr+0. 750L +0.450W~ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2 .50 ft 1 0.038 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 9.30 111.86 456.00 Length= 23.0 ft 2 0.340 0.208 1.60 1.000 1.00 1.00 1.00 1.00 0.98 47.47 1,660.74 4877.49 9.30 94.88 456.00 +D+0.750Lr+0.750L +0.450W, 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.073 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360 .28 4953.26 6.10 73.39 456.00 Length = 23.0 ft 2 0.188 0.137 1.60 1.000 1.00 1.00 1.00 1.00 0.98 26.17 915.53 4877.49 6.10 62.25 456.00 +D+0.750Lr+0.750L +0.450W, 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.073 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360.28 4953.26 9.45 113.70 456.00 Length = 23. o ft 2 0.326 0.211 1.60 1.000 1.00 1.00 1.00 1.00 0.98 45.41 1,588.53 4877.49 9.45 96.44 456.00 +D+0.750Lr+0. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.038 0.245 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 9.30 111.86 456.00 40 of 57 ~ DAVID THOMAS ENGI NEERING ,APC Project Title: Panichella Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858) 201-3072 Project ID: 22160 Cell: (858) 336-9902 Project Descr: david@dtengsd.com Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DAVID THOMAS ENGINEERING, A P.C. (c) ENERCALC INC 1983-2022 DESCRIPTION : FB-3 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Cd CFN Ci Cr Cm Ct C L M F'b V fv F'v Length = 23.0 ft 2 0.340 0.208 1.60 1.000 1.00 1.00 1.00 1.00 0.98 47.47 1,660.74 4877.49 9.30 94.88 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.073 0.161 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360.28 4953.26 6.10 73.39 456.00 Length = 23.0 ft 2 0.188 0.137 1.60 1.000 1.00 1.00 1.00 1.00 0.98 26.17 915.53 4877.49 6.10 62.25 456.00 +D+O. 750Lr+O. 750L-0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.073 0.249 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.41 360.28 4953.26 9.45 113.70 456.00 Length = 23.0 ft 2 0.326 0.21 1 1.60 1.000 1.00 1.00 1.00 1.00 0.98 45.41 1,588.53 4877.49 9.45 96.44 456.00 +D+O. 750L +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.038 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 6.57 79.00 456.00 Length = 23.0 ft 2 0.230 0.147 1.60 1.000 1.00 1.00 1.00 1.00 0.98 32.07 1,122.05 4877.49 6.57 67.01 456.00 +D+O. ?SOL +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2 .50 ft 1 0.065 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 4953.26 6.07 72.97 456.00 Length = 23. O ft 2 0.191 0.136 1.60 1.000 1.00 1.00 1.00 1.00 0.98 26.64 931 .88 4877.49 6.07 61 .90 456.00 +D+O. ?SOL +O. 750S+0.450W+ 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.065 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 4953.26 6.69 80.42 456.00 Length = 23.0 ft 2 0.219 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.98 30.48 1,066.20 4877.49 6.69 68.21 456.00 +D+O. ?SOL +O. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2 .50 ft 1 0.038 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 189.17 4953.26 6.57 79.00 456.00 Length = 23. O ft 2 0.230 0.147 1.60 1.000 1.00 1.00 1.00 1.00 0.98 32.07 1,122.05 4877.49 6.57 67.01 456.00 +D+0.750L +0.750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.065 0.160 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 4953.26 6.07 72.97 456.00 Length = 23. O ft 2 0.191 0.136 1.60 1.000 1.00 1.00 1.00 1.00 0.98 26.64 931 .88 4877.49 6.07 61.90 456.00 +D+O. ?SOL +O. 750S-0.450W+I 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.065 0.176 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.61 321 .53 4953.26 6.69 80.42 456.00 Length = 23. 0 ft 2 0.219 0.150 1.60 1.000 1.00 1.00 1.00 1.00 0.98 30.48 1,066.20 4877.49 6.69 68.21 456.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 113.50 4953.26 3.57 42.93 456.00 Length = 23.0 ft 2 0.122 0.080 1.60 1.000 1.00 1.00 1.00 1.00 0.98 16.94 592.64 4877.49 3.57 36.41 456.00 +0.60D-0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 113.50 4953.26 3.57 42.93 456.00 Length = 23.0 ft 2 0.122 0.080 1.60 1.000 1.00 1.00 1.00 1.00 0.98 16.94 592.64 4877.49 3.57 36.41 456.00 +1.1180+2.1 OE+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.217 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.35 211.44 4953.26 8.23 99.05 456.00 Length = 23.0 ft 2 0.334 0.184 1.60 1.000 1.00 1.00 1.00 1.00 0.98 46.60 1,630.22 4877.49 8.23 84.02 456.00 +1.118D-2.10E+0.60H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.043 0.134 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.35 211.44 4953.26 5.06 60.90 456.00 Length = 23.0 ft 2 0.204 0.119 1.60 1.000 1.00 1.00 1.00 1.00 0.98 28.43 994.48 4877.49 5.32 54.25 456.00 + 1.088D+O. ?SOL +O. ?SOS+ 1.5 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length= 2.50 ft 1 0.042 0.218 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 205.87 4953.26 8.28 99.62 456.00 Length = 23.0 ft 2 0.329 0.185 1.60 1.000 1.00 1.00 1.00 1.00 0.98 45.84 1,603.90 4877.49 8.28 84.50 456.00 +1.088D+0.750L +O. 750S+1 .5 1.000 1.00 1.00 1.00 1.00 0.9B 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.068 0.205 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.96 338.24 4953.26 7.78 93.60 456.00 Length = 23.0 ft 2 0.290 0.174 1.60 1.000 1.00 1.00 1.00 1.00 0.98 40.41 1,413.74 4877.49 7.78 79.39 456.00 +1.088D+0.750L +O. 750S+1 .5' 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.068 0.222 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.96 338.24 4953.26 8.40 101 .05 456.00 Length = 23.0 ft 2 0.317 0.188 1.60 1.000 1.00 1.00 1.00 1.00 0.98 44.25 1,548.04 4877.49 8.40 85.71 456.00 +1.088O+0.750L +0.750S-1.5i 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.042 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.23 205.87 4953.26 5.90 71 .01 456.00 Length = 23.0 ft 2 0.211 0.132 1.60 1.000 1.00 1.00 1.00 1.00 0.98 29.46 1,030.61 4877.49 5.90 60.23 456.00 +1.088D+0.750L +0.750S-1.5i 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.068 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.96 338.24 4953.26 5.40 64.98 456.00 Length = 23. 0 ft 2 0.181 0.121 1.60 1.000 1.00 1.00 1.00 1.00 0.98 25.24 882.89 4877.49 5.40 55.12 456.00 +1.088D+0.750L +0.750S-1 .5'i 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.068 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.96 338.24 4953.26 6.02 72.43 456.00 Length = 23.0 ft 2 0.205 0.135 1.60 1.000 1.00 1.00 1.00 1.00 0.98 28.57 999.59 4877.49 6.02 61.44 456.00 +0.48230+2.1 OE+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 0.018 0.118 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 91.23 4953.26 4.45 53.58 456.00 Length = 23.0 ft 2 0.206 0.100 1.60 1.000 1.00 1.00 1.00 1.00 0.98 28.66 1,002.53 4877.49 4.45 45.45 456.00 +0.4823D-2.1 OE+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 41 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-3 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Length = 2.50 ft 1 0.018 0.034 Length = 23.0 ft 2 0.123 0.072 Overall Maximum Deflections Load Combination Span +D+Lr+H, LL Comb Run (*L) Vertical Reactions Load Combination Overall MAX1mum Overall MINimum +D+H +D+L+H, LL Comb Run (*L) +D+L+H, LL Comb Run (L*) +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run (*L) +D+Lr+H, LL Comb Run (L *) +D+Lr+H, LL Comb Run (LL) +D+S+H 1 2 +D+0.750Lr+0.750L +H, LL Comb Run(* +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0. 750L +0. 750S+H, LL Comb Run (*L +D+0.750L+0.750S+H, LL Comb Run (L* +D+0.750L +0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750Lr+0. 750L +0.450W+H, LL Comb +D+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H DOnly Lr Only, LL Comb Run (*L) Lr Only, LL Comb Run (L*) Lr Only, LL Comb Run (LL) L Only, LL Comb Run (*L) L Only, LL Comb Run (L*) L Only, LL Comb Run (LL) E Only HOnly Cd CFN Ci Cr Cm Ct CL M fb 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.88 91.23 1.60 1.000 1.00 1.00 1.00 1.00 0.98 17.18 601.07 Max. "-" Defl Location in Span Load Combination 0.0000 0.9101 Support 1 0.000 11 .307 +D+Lr+H, LL Comb Run (*L) Support notation : Far left is #1 Support 2 Support 3 12.750 5.822 0.755 -0.755 7.694 3.433 8.612 4.351 9.404 3.275 10.321 4.193 11 .337 5.701 8.165 3.387 11.808 5.655 7.694 3.433 11 .114 5.822 9.330 3.280 12.750 5.669 8.382 4.121 8.976 3.315 9.664 4.003 7.694 3.433 11.114 5.822 9.330 3.280 12.750 5.669 8.382 4.121 8.976 3.3 15 9.664 4.003 4.617 2.060 8.223 2.905 8.779 3.725 9.373 2.918 10.061 3.607 5.145 1.531 7.694 3.433 3.642 2.268 0.471 -0.046 4.114 2.221 0.918 0.918 1.709 -0.158 2.627 0.760 0.755 -0.755 F'b V fv F'v 4953.26 1.28 15.43 456.00 4877.49 3.20 32.61 456.00 Max. "+" Defl Location in Span -0.3096 0.0000 Values in KIPS 42 of 57 0.000 0.000 Job Panichella Residence 22160 Calculated by _ ___.D....._T_Date ___ _ David Thomas Engineering Beam Design . DESIGt,I LEVEL: _-Z._Af> __ • ..... f_(m,____,'--_____ _ LABEL: ts -: $ SPAN= }<, FT. W1 =1t> f!>f c~ f 3) z ·,·,o/ flr W2= P1 = [f:&~3,fZt:J =t4,tt,<f>o 1 £ ~ 7r,o t£..J P2 = [Fe-t.-, ~iJ ~ l~<,e,o ~ 1 £ = ~ft, U>1 & -= [fB~, ~) i _'1, 4to lb-1, ~ = f?>'Jo "J use: '.(10-3/4 " ·x J&;;.~·~GRAoe: 'Ztf .. -.f<'fc: k '· _I 'C-,1,_& / . ALT: ______ GRADE: ___ C: __ LABEL: f.S-?' SPAN= 11 FT. W1 = -{~ ~f{J;t ,f 3) = f,J _.~,,{.~ W2= r-~ ~F~-, ~ ~4 r<r ,aJ~ P2= USE: weK{lJ s'ILGRADE: _LC: ALT: GRADE: C: LABEL: SPAN= FT. W1= W2= P1 = P2= USE: GRADE: C: ALT: -GRADE: C:. t R1 ·= 41 (,yo lbs. R2 = g,~i) lbs E= ksl J, l /j R1 = lbs. R2 = lbs E=· ksl 43 • of 57 DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Project Title: Engineer: Project ID: Panichella Residence David Thomas, SE 22160 Cell: (858) 336-9902 david@dtengsd.com Project Descr: Wood Beam Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-4 CODE REFERENCES DAVID THOMAS ENGINEERING, A.P.C. Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 2,400.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing OF/OF 24F -V4 Completely Unbraced D(7.9) Lr(4.11) L(2.63) E(0.76) Fb - Fe -Prll Fe -Perp Fv Ft D(2.42) Lr(0.71 ) L(2.18) E(3.42) D 0.435 L 0.87 10.75x16.5 Span = 16.0 ft 1,850.0 psi Ebend-xx 1,800.0ksi 1,650.0 psi Eminbend -xx 950.0ksi 650.0 psi Ebend-yy 1,600.0ksi 265.0 psi Eminbend -yy 850.0ksi 1,100.0psi Density 31.210pcf D(7.9) Lr(4.11) L(2.63) E(0.76) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.030, L = 0.060 ksf, Tributary Width = 14.50 ft, (W1 ,DECK) Point Load : D = 7.90, Lr = 4.110, L = 2.630, E = 0.760 k@4.50 ft, (P1,FB-3,R1) PointLoad : 0=2.420, Lr =0.710, L =2.180, E=3.420 k @9.0ft,(P2,FB-2,R1) Point Load: D = 7.90, Lr = 4.110, L = 2.630, E = 0.760 k @ 15.50 ft, (P3,FB-3,R1) DESIGN SUM/jfAR_Y. ..... _ 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 = = = = = 0.949 1 10.75x16.5 2,104.83psi 2,218.30psi +D+L 7.533ft Span# 1 0.267 in Ratio = O in Ratio = 0.550 in Ratio= O in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Cd CFN Ci Cr DOnly Length = 16.0 ft 0.545 0.359 0.90 0.924 1.00 1.00 +D+L 0.924 1.00 1.00 Length = 16.0 ft 0.949 0.602 1.00 0.924 1.00 1.00 +D+Lr 0.924 1.00 1.00 Length = 16.0 ft 1 0.523 0.345 1.25 0.924 1.00 1.00 +D+O. 750Lr+O. 750L 0.924 1.00 1.00 Length = 16.0 ft 0.755 0.491 1.25 0.924 1.00 1.00 +D+0.750L 0.924 1.00 1.00 Length = 16.0 ft 0.724 0.463 1.15 0.924 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 717 >=360 Span: 1 : L Only 0 <360 n/a 348 >=240 Span: 1 : +D+L 0<240 n/a ••H••••••~--~•H••-•••H .. ,_, H Cm Ct CL M lb 1.00 1.00 0.99 44.26 1,088.77 1.00 1.00 0.99 1.00 1.00 0.99 85.56 2,104.83 1.00 1.00 0.99 1.00 1.00 0.99 58.95 1,450.16 1.00 1.00 0.99 1.00 1.00 0.99 85.15 2,094.73 1.00 1.00 0.99 1.00 1.00 0.99 75.12 1,847.98 Design OK = 0.602 : 1 10.75x16.5 = 159.44 psi = 265.00 psi +D+L = 0.000ft = Span# 1 _j F'b V fv 0.00 0.00 0.00 0.00 1996.47 10.14 85.71 238.50 0.00 0.00 0.00 0.00 2218.30 18.85 159.44 265.00 0.00 0.00 0.00 0.00 2772.87 13.53 114.41 331.25 0.00 0.00 0.00 0.00 2772.87 19.22 162.53 331 .25 0.00 0.00 0.00 0.00 2551.04 16.67 141 .00 304.75 44 of 57 Wood Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201 -3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 LIC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-4 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V +0.600 Length = 16.0 ft 0.184 0.121 +D+0.70E Length = 16.0 ft 1 0.368 0.231 +D+0. 750L +0.5250E Length = 16.0 ft 0.570 0.354 +0 .60D+0.70E Length = 16. 0 ft 0.249 0.150 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination 1mum Overall MINimum D Only +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.600 +D+0.70E +D+0.750L +0.5250E +0.60D+0.70E Lr Only LOnly E Only Span Cd CFN C i Cr Cm Ct CL M 0.924 1.00 1.00 1.00 1.00 0.99 1.60 0.924 1.00 1.00 1.00 1.00 0.99 26.55 0.924 1.00 1.00 1.00 1.00 0.99 1.60 0.924 1.00 1.00 1.00 1.00 0.99 53.08 0.924 1.00 1.00 1.00 1.00 0.99 1.60 0.924 1.00 1.00 1.00 1.00 0.99 82.19 0.924 1.00 1.00 1.00 1.00 0.99 1.60 0.924 1.00 1.00 1.00 1.00 0.99 35.95 Max. "-" Defl Location in Span Load Combination 0.5504 7.883 Support notation : Far left is #1 Support 1 Support 2 20.731 27.782 2.066 2.874 10.771 15.024 20.658 26.498 14.164 20.561 20 .731 27.782 18.186 23.629 6.463 9.014 12.218 17.035 19.271 25.138 7.909 11 .026 3.393 5.537 9.886 11.474 2.066 2.874 F'b V fv F'v 0.00 0.00 0.00 0.00 653.26 3549.27 6.08 51.43 424.00 0.00 0.00 0.00 0.00 1,305.81 3549.27 11.58 97.94 424.00 0.00 0.00 0.00 0.00 2,021 .87 3549.27 17.76 150.18 424.00 0.00 0.00 0.00 0.00 884.49 3549.27 7.53 63.66 424.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 45 of 57 DAVID THOMAS ENG INEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Steel Beam Project File: Panichella Residence.ec6 UC# : KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-5 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method Allowable Strength Desig n Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : D 0.0640 D(0.360) L(0.540) 50.0 ksi 29,000.0 ksi " v Applied Loads Service loads entered . Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.040, L = 0.060 ksf, Extent= 5.0 --» 17.0 ft, Tributary Width = 9.0 ft, (W 1, DECK) Uniform Load : D = 0.0160 ksf, Extent= 5.0 --» 17.0 ft, Tributary W idth = 4.0 ft, (W2,GUARD) DESIGN SUMMARY Maximumse·n'clTng Stress ·Ratio = Section used for this span Ma : Applied Mn/ Omega : Allowable Load Combination Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.180 : 1 W8x67 31.464 k-ft 174.900k-ft +D+L Span # 1 0.104 in Ratio= 0.000 in Ratio= 0.202 in Ratio= 0.000 in Ratio= •• Maximum Shear Stress.Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,961 >=360 0 <360 1011 >=180 0 <180 Span: 1 : L Only Span: 1 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Mmax+ Mmax -Ma Max Rm D Only Dsgn. L = 17.00 ft 0.087 0.038 15.19 15.19 292.08 174.90 1.17 1.00 +D+L Dsgn. L = 17.00 ft 0.180 0.079 31.46 31.46 292.08 174.90 1.17 1.00 +D+0.750L Dsgn. L = 17.00 ft 0.157 0.068 27.39 27.39 292.08 174.90 1.17 1.00 +0.60D Dsgn. L = 17.00 ft 1 0.052 0.023 9.11 9.11 292.08 174.90 1.17 1.00 Overall Maximum Deflections Design OK 3.86 8.05 7.01 2.32 0.079 : 1 W8x67 8.055 k 102.60 k +D+L 17.000 ft Span# 1 153.90 153.90 153.90 153.90 102.60 102.60 102.60 102.60 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+L Vertical Reactions Load Combination 1mum Overall MINimum DOnly +D+L Support 1 .652 1.419 2.365 4.652 0.2017 8.743 Support 2 8.055 2.317 3.862 8.055 Support notation : Far left is#· 0.0000 0.000 Values in KIPS 46 of 57 Steel Beam DAVID THOMAS ENGINEERING,APC Structural Engineering Services Office: (858) 201-3072 Cell: (858) 336-9902 david@dtengsd.com Project Title: Engineer: Project ID: Project Descr: Panichella Residence David Thomas, SE 22160 Project File: Panichella Residence.ec6 UC#: KW-06015405, Build:20.22.8.17 DESCRIPTION: FB-5 DAVID THOMAS ENGINEERING, A.P.C. (c) ENERCALC INC 1983-2022 Vertical Reactions Load Combination +D+0.750L +0.60D L Only Support 1 4.081 1.419 2.287 Support 2 7.006 2.317 4.1 93 Support notation : Far left is#· Values in KIPS 47 of 57 Job Panichella Residence 22160 Calculated by ____ Date ____ _ David Thomas Engineering LATERAL DESIGN (Sheet 1) Wind Design Method Used = Main Wind-Force Resisting System (MWFRS) -Envelope Method -Part 2 ing Height (z) = Maximum Build Design Expos lmporta Win d Speed = ure Category = nee Factor (I) = 30 115 C 1.00 1.00 feet mph (per ASCE-7, Figure 26.5-lA) (per ASCE-7, 6.5.6.3) (per ASCE-7, Table 1.5-2) (per ASCE-7, 26.8.2) K,t= ;\, = Ps30 = 0.6 x Ps =! (reduced for ASD load combos) 1.40 17.80 psf (per ASCE-7, Figure 28.5-1) (per ASCE-7, Figure 28.5-1) 14.9S!psf Ps = AX K2tx P530 (per ASCE-7, 28.5.3, Equation 28.5-1) Adjust Factor A Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 so 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used = Equivalent Lateral Force Procedure Occupancy Category = 2 (per ASCE-7, Table 1-1) (Residential = 2.0) 6.5 R = (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) 1.00 I= (per ASCE-7, Table 11.5-1) (Residential = 1.0) Site Class = (per ASCE-7, 11.4.2) (Assume Site Class= "D" w /o Soils Report) Ss = g (0.2 sec) F. = ~ Sos= 0.841 g D 1.051 0.381 S1 = g (1 sec) Fv = ~ Soi = 0.487 g Seismic Design Category (SDS) = Seismic Design Category (SDl) = D D T. = o.256 Cs= 0.129 Csmax = 0.292 Csmtn = 0.010 Csact = 0.129 p = 1.3 V = 0.120 ___ .. (Use the worst case seismic design category) sec Cch/ (per ASCE-7, Equation 12.8-7) S05/(R/1) (per ASCE-7, Equation 12.8-2) S0i/T.(R/r (per ASCE-7, Equation 12.8-3) Csmtn > 0.01 or 0.SSi/(R/1) (per ASCE-7, Eq. 12.8-5 / 12.8-6) Assumed Factor of Safety W, (Csacc*P)*W,/1.4 (ASD) x I 1.20 I = jo.144 jw , Job Panichella Residence 22160 Calculated by __ F~R~ Date ____ _ David Thomas Engineering BUILDING WEIGHTS Total Installed Roof Weight Total Installed Floor Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension 2ND FLOOR LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension TOTAL BUILDING DEAD LOAD, WT. C5(adjusted) BASE SHEAR, V LATERAL DESIGN (Sheet 3) = = = Roof= = = N-S = 20 30 30 7 16 N 2527 227 170 32 psf psf psf psf psf YorN sq. ft. ft. ft. ft. Roof=~sq.ft. = 215 ft. = 161 ft. N-S = 32 ft. = 175,905.75 = 0.144 = 25,354.55 Roof Project. Height [8QQDPiate Height ~Floor Plate Height * Alternate Ext. Wall E-W =I TOTAL= 62 1ft. 69828 LBS. =aft = 8 ft = 8.5 ft = lpsf Floor =1 1977,sq. ft. Deck =-I ___ 2_69-lsq. ft. Alt. = ft. LBS. LBS. E-W =I 62 1ft. TOTAL= 106077.8 LBS. See Lateral Design Loads Spreadsheet LATERAL LOAD DISTRIBUTION Diaphragm Level Story Weight (wx) Story Height (hx) Story Weightx Height (wx x hx) (wx x hx) / I:(w; x h;) Story Force (Fpx) Story Area (A) Story Unit Shear (vx) WIND VS. SEISMIC COMPARISON Wind Pressure (P) Story Linear Forces NORTH-SOUTH Wind NORTH-SOUTH Seismic EAST-WEST Wind EAST-WEST Seismic Story Linear Forces NORTH-SOUTH Wind NORTH-SOUTH Seismic EAST-WEST Wind EAST-WEST Seismic ROOF 69.828 kips 17.5 ft. 2nd 106.078 kips 8.5 ft. 1221.99 kip-ft. 901.661 kip-ft. 0.57542 0.42458 14589.5 lbs. 2527 sq. ft. 5.77 psf 10765 lbs. 2246 sq. ft. 4.79 psf = 14.95 psf See Lateral Design Loads Spreadsheet = ROOF = 14.95 psf X 9 ft. 135 plf SEISMIC GOVERNS = 5.77 psf X 32 ft. 185 plf = 14.95 psf X 9 ft. 135 plf SEISMIC GOVERNS 5.77 psf X 62 ft. 358 plf = 2nd = 14.95 psf X 9.25 ft. 138 plf SEISMIC GOVERNS 4.79 psf X 32 ft. 153 plf = 14.95 psf X 9.25 ft. 138 plf SEISMIC GOVERNS = 4.79 psf X 62 ft. 297 plf 49 of 57 . Job Paoichella Residence 22160 Calculated ~Y----=D...._T_ Date ____ _ David Thomas Engineering Shearwall Design ~ .Story Shearwalls ~ ~ ~ Direction Unit Lateral Load, v = ,{,77 psf Gridllne ___ ! __ /3£)(,0 ~ Tributary Area (This Level): ~ _ _ IL_ sq. ft. Lateral Load (This Level):7 • ' '2 ,=, Lbs Lateral Load (Level Above): _______________________ Lbs Tot~ad (All Levels), Fx= 2,52,:L~ Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L Shearwall Type: @ = . 11,L . ft. .Overturning: Panel Design Width =· ___ ft. OR __ Okay by Inspection Uplift= ;9~(8) ezo:<,<f lbs Holdown Anch~rType: @ 1x r~ 'MIi ,. MSrcn13.3 ,"' ~ t¥;1 Total ShearwaH(s) Length, L = = Unit Wall Shear, v = FJL Shearwall Type: ~ fk'f Overturning: Panel Design Width= ___ ft. OR __ Okay by Inspection Uplift= sl ~ L0) · 'Z8:z{ ' Lbs Holdown Anchor Type: 16J _4 ___ x_ .... l<m __ w/~_'1_M_~_f_t~_z_11 _____ _ t Grldllne _____ _ Tributary Area (This Level): ____________ __,_ __________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): • Lbs • Total Load (All Levels), Fx = ---------'· Lbs Total Shearwall(s) Length , L = _____________ ft. Unit Wall Shear, v = Fx/L Shearwall Type: Q Overturning: == _____ plf Panel Design Width= ___ ft. OR --. Okay by Inspection Uplift= ____________ _.__ ___________ Lbs Holdown Anchor Type: 0 ------------------ 50 of ·57 Job Panichella Residence 22160 Calculated by __ --=D..._T_ Date ___ _ David Thomas Engineering Shear.yall Design &,!fstory Shearwalls f: .... V Direction Unit Lateral Load, v = t, 77 psf Gridllne -, <: Js. • /'ll\ f.2a\ f.t · Tributary_, /,\rea (This Level): ~1 ~ ;r,O sq. ft. Lateral Load (This Level): qpu,, Lbs Lateral Load (Level Above): ------------------------Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L = Shearwall Type: (}) ! Total Load (All Levels), Fx = 1W(!, -Lbs ,f_ + 1 = It ft. f,(,p plf . overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift =. V (, C-e? '"Ly Lbs. Holdown Anchor Type: ~~~~::;-A-re-a "{¥-T--hi-s-Le-ve-1)~: @.) (-i'f) +M(zf) :3f'2> sq. ft. Lateral Load (This Level): • ,,r f 8'} O Lbs Lateral Load (Level Above):---------------------.---Lbs {~'JO · Lbs_ Total Shearwall(S) Length, L - Unit Wall Shear, v = Fx/L Shearwall Type: @ Total Load (All Levels), Fx= · 1·~ ft .• <],~ plf Overturning: Panel Desi~n Width = ___ ft. OR __ Okay by Inspection Uplift= U-rl~) ~ftp Lbs Holdown Anchor Type: [Al 4x f G$f )// "M >fC<[o If 61L ffl] Grldllne ~ /jq. \/72,.3) t 7/2J \ Tributary Area (This Level): \.':j::: )\ C j I k'Z< sq. ft. Lateral Load (This Level): • • . . (4 ~ Lbs • Lateral Load (Level Above): -------------------,--;:--,_,,,.,---Lbs Total Load (All Levels), Fx = ___ l._..f)-=~;...;;.0 __ Lbs Total Shearwall(s) Length , L = _____ .f...,-________ ft. ' Unit Wall Shear, v ·= F,JL ¾:Z • S"( plf Shearwall Type: _ @- Overturning: Panel D~sign Width = ___ ft. OR __ Okay by Inspection Uplift = ?flt, «c,{Pj. . • ~,fit) Lbs Holdown Anchor Type: • [/J __;,1_x-............i:[½r_.;.._·_\J~t1--·_i_f t,1_g_f_e......jfb1....-·'_~ -~-----00 ... ~-~-- 51 of 57 Job Panichella Residence 22160 · . Calculated by __ ~P"""T_ Date ____ _ David Thomas Engineering Shearwall Design "!~P Story Shearwalls k Direction Total Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L = Shearwall Type: @ Unit Lateral Load, v = -1J.t psf Overturning: Panel Design Width = ___ ft. OR __ Okay by Ins ection Uplift= .~ ~ L~ Holdown Anchor. Type: Total Shearwall(s) Length, L = Unit Wall Shear, v ~ Fx/L = Shearwall Type: <¾). Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= ~,( Ce,~) . 'fe,1-;.c Lbs . rill " 1£_ ..... I; If Holdown Anchor Type: q:u l!.YV;;, Grldllne _____ _ Tributary Area (This Level): _______________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= ______ Lbs Total Shearwall(s) Length, L = _____________ ft. Unit Wall Shear, v = F,JL Shearwall Type: Q = _____ plf Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= ----------------------.----Lbs Holdown A~chor Type: D 52 of 57 Job . Panichella Residence Z2160 Calculated by __ -=D~I-Date ____ _ David Thomas· Engineering rShearwall Design _1:lli2_ Story Shearwalls i ,_v.J mrectlon • Unit Late~al Load, v = __fq.!t_ psf Grldllne ~A~----Tributaiy Area (This l-evel): Lateral Load (This Level): Lateral Load .(Level Above): Total Shearwall(s) Length, L = Unit Wall Shear, v = Fx/L = Shearwall Type: @ @tj ~ C'..:.11= ,,, '?;u., ,t /sro(p.~) ~ Total Loaa (All Levelsi.i":= ':2." ft. /t'f.r plf Overturning: Panel Design Width = _· ___ ft. OR __ Okay by Inspection Uplift = • I# rCi,tj ,~~9 .~ Lbs Holdown Ancf1<>r Type: ~--~ ..... ffPtJ'---_/J.._.'f ______ _.___ ______ _ Total Shearwall(s) Length, ·L = Unit Wall Shear, v = F,JL = Shearwall Type: @ ./ Overturning: Panel Design Width= ___ ft. OR ~ Okay by Inspection 'uplift= 3f1 (g,~) • . .~,1Lbs Holdown Anchor Type: [fj _'_~ ____ U911_-~ __ 1{ _____________ _ Grldline _____ _ Tributary Area (This Level): ________________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F~ = _______ Lbs Total Shearwall(s) Length , L = ______________ ft ... Unit Wall Shear. v = F,JL Shearwall Type: Q _____ .plf Overturning: Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift =----------------------------Lbs Holdown Anchor Type: D ------------------- 53 of 57 Job Panichella Residence 22160 Calculated by ___ FR~ Date ____ _ David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = -~1~5~00-'----psf (Per Design Criteria) NEW Continuous Footing (CF-1) Cont. Footing Width = 1.5 ft. Cont. Footing Depth = 1.5 ft. Allowable Line Load = ASBP x Footing Width = -~2=2=5~0 __ plf Maximum Line Load (Gridline B )= 760 plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 6 750 lbs. USE: 15 "WIDE X 18 "DEEP CONT. FOOTING w/ (_2_) -# 4 BARS (TOP & BOTTOM) EX Continuous Footing (CF-2) Cont. Footing Width = 1.0 ft. Cont. Footing Depth = __ 1.~0 __ ft. Allowable Line Load = ASBP x Footing Width = 1 500 plf Maximum Line Load (Gridline 5 )= 1 500 plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 3 000 lbs. USE: _1 ___ 2 ____ " WIDE X _1 ___ 2 ____ " DEEP CONT. FOOTING w/ ( 2 ) -# __ 4'--BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-1 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = ---'6~0~0~0 ___ lbs. USE: 24" SQUARE X 18 "DEEP CONT. FOOTING w/ (2) -# 4 BARS (EA. WAY@ BOTTOM) P-2 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = --~9~3~7~5 __ lbs. USE: 30" SQUARE X __ 1_8_" DEEP CONT. FOOTING w/ (3) -# __ 4_ BARS (EA. WAY@ BOTTOM) P-3 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = __ 1_3~5_0_0 ___ lbs . USE: 36" SQUARE X ___ 1'""8'--" DEEP CONT. FOOTING w/ (4) -# 4 BARS (EA. WAY@ BOTTOM) P-4 Spread Footing: Allowable Point Load= ASBP x Footing Width x Footing Width= __ ...:..1=8=3.:...75=--__ lbs. USE: 42" SQUARE X ---'--'18=---" DEEP CONT. FOOTING w/ (5) -# __ 4_ BARS (EA. WAY@ BOTTOM) P-5 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = __ 2_4~0~0~0 ___ lbs. USE: 48" SQUARE X 18 " DEEP CONT. FOOTING w/ (6) -# 4 BARS (EA. WAY @ BOTTOM) 54 of 57 0 ..., c.r, __, SHEAR~ALL SCHEDULE (201'1 GBG) MARK VALUE MATERIAL NAIL B.N. 4 F.N. SILL PLATE ATTACH. BOT. PLATE ATTACH. OP PLATE ADDITIONAL (PLF) SIZE E.N. 5/8"0 AB. SPACIN6 NAILS 4 SCREV'lS CLIPS NOTES 0 260 3/8" CDX 8d 6" 12" 48" O.C. 16d@ 4" O.C. A35 @ 16" O.C. - 8 340 15/32" CDX IOd 6" 12" 32" o.c. 16d@ 4" O.C. A35 @ 12" O.C. - 0 350 3/8" CDX 8d 4" 12" 32" O.C. 16d@ 4" O.C. A35 @ 12" O.C. - 0 550 3/8" STRIJC I 8d 3" 12" 24" O.C. 1/4"0 x 811 "SDS" A35@ 811 O.C. SEE OTES SCREV'l @ 8" O.C. 13, 14, 4 15 0 130 3/8" STRIJC I 8d 2" 12" 16" O.C. 1/4"0 x 811 "SDS" L TP4 @ 811 O.C. SEE OTES SCREV'l @ 4" O.C. 13, 14, 4 15 0 810 15/32" STRIJC I IOd 2" 12" 16" O.C. 1/4"0 x 8" "SDS" L TP4 @ 811 O.C. SEE NOTES SCREV'l @ 4" O.C. 13, 14, 4 15 0 1211 15/32" STRIJC I IOd 2" 12" 8" O.C. 5/8"0 x 8 11 LAG L TP4 @ 6" O.C. SEE NOTES (APPLY BOTH SIDES) SCREV'l @ 811 O.C. 13, 14, 15, 4 16 NOTI:5: I. PROYIDE '4-PLY' SHEATHING@ 3/B' l1-IIC,KNES5 4 '5--PLY'@ 15/32' 5HEATHIN6. YiOOD STRJJC,llJRAL PANELS 5HALL COMPLY HITH DOC. P5I OR DOC. P52. 2. ONLY COHMON NAILS ARE TO BE U5EO FOR ALL SHEATHING ATTACHMENT. NAIL 6UNS U5IN6 'C,LIPPEO HEAD' OR 'SINKER' NAILS ARE NOT AC,C,EPTABLE. 3. ALL 5HEARl'W.L5 TO ~TE TiiROl.!6H CEILIN6 JOIST AND ATTIC, TO TIE INTO UPPER HORIZONTAL DIAPHRA6M IJNLE55 EN6INEEREO DRA6 MEMBER 15 PRESENT. 4. MINIKJM ED6E DISTANC-E FOR NAILS IN THE RECEIVING MEMBERS 5HALL BE 3/B' FOR 2' NOMINAL REC.EIVIN6 MEMBERS AND 1/2' FOR 3' NOMINAL REc.EIVIN6 MEMBER5. 5. SHEAR PANELS 5HALL BE APPLIED DIRECTLY TO STUD FRAMING AT 16' ON CENTER MAXIKJM AND ALL PANEL E06E5 SHALL BE BLOC.KEO VIITH MINIMUM 2x BLOC.KIN6, U.N.O. 6. NO PANEL HIDTH LES$ THAN 12' SHALL BE IJSEO. SHEARf"(ALLS f'ilTH MORE l1-IAN ONE VERTIC,AL PANEL IN HEl6HT 5HALL HAVE HORIZONTAL 5TA66EREO SPLIC.ED JOINTS. 1. ST\JC,C,O AND/OR EXTERIOR VENEER OVER A moo SHEAWING SHEARVIALL 5HALL BE MTERF'ROOFE!? HITH A MINIMUM OF (2) LA'r'ER5 OF 15 LB. FELT PAPER B. USE DOU6LAS FIR NO. 2 PRES::VRE TREATED SILL PLATES THAT COMPLY HITH THE NDS. EN6INEER TO BE NOTIFIED IF OTHER SPECIES ARE U5EO OR PART OF EXISTIN6 BUILDIN6'. Gf. 3" x 3' x 0.22'1' (l,1INll-lJM.) PLATE M5HER5 5HALL BE U5ED AT ALL 5HEARViALL ANC,HOR BOLTS. HASHER 5HALL EXTI;ND TO HITHIN 1/2' OF ED&E OF THE BOTTOM PLATE ON THE SHEATllED SIDE. /SIMPSON 'BPS-3"@ 2 x 4 STUD FRAMIN5 4 'BPS-b'@ 2 x 6 AND I.AR6ER STUD FRAMIN6 AC,C,EPTABLE) 10. ANC,HOR BOLTS t-tJST BE EMBEDDED 1" MINIM.JM INTO NEYi CONC.RETE. MINIMUM ED6'E DISTANCE AND CONc.RETE PROTEC.TION 5HALL COMPL 'T' HITrl CBC, AND AC.I CODE PROVISIONS. II. SIU PLATES TO BE ATTAC-HEO U5IN6' A MINIMUM OF (2) ANCHOR BOLTS PER PIEc.E HITH ANC.HOR BOLTS LOC.ATEO 4-3/B' MINIH.JM 4 12' MAXIMUM FROM EACH END. 12. HOLDOYl'N ANC,HOR 15 IN ADDITION TO THE SILL ANC,HOR BOLTS. 13. 3x SIU PLATES (BOTTOM PLATES TO REMAIN 2x), 3x BLOCKING 4 3x 5TLID5@ ALL PANEL EDGE5 REGUIRED. 14. 4x BLOC.KING OR BEAM REGll.JIRED BELOVI BOTTOM PLATE SC,REf"( ATTACHMENT. SC.REH5 TO BE STAGGERED. 15. PERIODIC Sf'EC,IAL INSPEC.TION REQUIRED PER C,BC, CHAPTER 11. ONE 4 TYiO FAMIL 'T' DViELLING5 LESS THAN TYiO STORIES IN HEIGHT ABOVE 6RADE 'fi!o IRRE61JLARITIE5 ARE EXEMPT. 16. 5HEAl1-IIN6 APPLIED TO EACH FACE OF 3x 511JDS@ 16' O.C.. STAGGER HORIZ01'/TAL 4 VERTIC.AL PANEL JOl1'/TS EACH SIDE OF f"(ALL, 11. ALL NAILS SHALL HAVE A MINIHJM PENETRATION INTO FRAHIN6 MEMBERS OF 1-1/2 !Ne.HES. Bd COMMON • 0.131'¢ x 2-1/2', IOd COMMON = 0.14B"0 x 3'. n ..___, p,J 0 rr n C p,J ~ ,.... (t) C: 0-::I rr 0 '-<: N ;a (t) "'Tl en ;a 0.: (t) ::I (') (t) 0 p,J ,.... N (t) N ->. ->. .t,. • ~ Munoz Residence 22114 Job ____________ _ Calculated by __ F_R __ Date ___ _ David Thomas Engineering HOLD=D O~N SC HED ULE HARK HOLD-DOV'-!N DEVIGE VALUE 0 4x POST 'l'J./ 11MSTG4O 11 FLR-TO-FLR H.D. 3,080 LBS. @] 4x POST 'l'J./ "MSTG52" FLR-TO-FLR H.D. 4,620 LBS. @] 4x POST 'l'J./ "MSTG66" FLR-TO-FLR H.D. 5,860 LBS. @] 4x POST 'l'J./ 11HSTG48B311 FLR-TO-FLR H.D. 3,Ci15 LBS. [[] 4x POST 'l'J./ "MSTG66B3" FLR-TO-FLR H.D. 4,505 LBS. ~ 4x POST 'l'J./ "HDU2 11 HOLD-DOV'-!N 3,015 LBS. ON SSTBl6 AB. (5/811¢ AB.) @] 4x POST 'l'J./ 11HDU4 11 HOLD-DOV'-!N 4,565 LBS. ON SSTB2O AB. (5/811¢ A.BJ ~ 4x POST 'l'J./ 11HDU511 HOLD-DOV'-!N 5,645 LBS. ON SSTB24 AB. (5/8"¢ AB.) QJ 6x POST 'l'J./ "HDU8" HOLD-DOV'-!N 1,810 LBS. ON SSTB28 AB. (1/8"¢ A.BJ IBJ 6x POST 'l'J./ "HDUII" HOLD-DOV'-!N Ci,335 LBS. ON SB lx3O AB. (111¢ AB.) [] 6x POST 'l'J./ "HDUl4" HOLD-DOV'-!N 14,445 LBS. ON SB lx3O AB. (I 11¢ AB.) [BJ ------------------------------------- GJ ------------------------------------- NOTES: I. HOLD DOV'lN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2. DEEPEN FOOTINGS TO PROVIDES" MIN. CONCRETE COVER V'lHERE HOLD-DOWN ANCHORS ARE LON6ER THAN THE FOOTIN6 DEPTH. S. USE (RJ) OPTION ON STHD HOLD-DOV'lNS FOR RAISED V'laOD SUB-FLOOR CONDITION. 4. MSTC HOLD-DOWNS MAY USE lbd SINKERS OR IOd COMMON NAILS. 5. MSTC HOLD-DOY'!NS TO BE CENTERED BETY'!EEN UPPER 4 LOY'!ER FLOORS. MAXIMUM CLEAR SPAN = 18 ". NAILS NOT REQUIRED IN CLEAR SPAN (RIM BOARD) AREA. t;f, of 57 • Job Munoz Residence 22114 ~ Calculated by FR Date __ _ David Thomas Engineering SPRE A D FOOTING SCHED ULE SYMBOL SPREAD FOOTING DIMENSIONS 4 REINF. (f'e, = 2,500 PSI MIN. 4 f~ = 60 KSI) <8> 2411 SQ. x 1§_11 DEEP SPREAD FOOT ING ~I (2)-#4 BARS (EACH ~AY) -0> 3011 SQ. x 1§_11 DEEP SPREAD FOOTING ~I (3)-#4 BARS (EACH ~AY) <8> 36 11 SQ. X ~8 II DEEP SPREAD FOOTING ~I (4)-#4 BARS (EACH ~AY) <8> 42 11 SQ. x _1_~11 DEEP SPREAD FOOTING ~I (5)-#4 BARS (EACH ~AY) <8> 4811 SQ. x _!_~11 DEEP SPREAD FOOTING ~I (6)-#4 BARS (EACH ~AY) 57 of 57 (City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit #: CBR2022-4036 ------------------- Project Address: 1301 TAMARACK AVE Assessor's Parcel#: 2062623400 ------------------- Project Applicant: CO-OWNERS CHRISTOPHER AND ALYSSA PANICHELLA (Owner Name) Residential Square Feet: New/Additions: 548 Second DwellinQ Unit: ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 02/13/2023 Certification of ApplicanUOwners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Title: _s , i\cpJ Sil=!nature of Authorized School District OfficialQ 4 . ]3 · c~ LJ,G Date: d::: -/ --c}. 2> Name of School District: ____ ....................... ____________ Phone: 4, {p O 3 '3 / --5, COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov C_cityof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Develooment Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not lim ited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Property Address/APN : Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: ________________ Date: ________ _ 8-50 Page 1 of7 Revised 05/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown l 30 l 0)4) Construction Type Complete Sectlon(s) Notes: □ Residential D New construction D Additions and alterations: D BPV < $60,000 ~ BPV ~ $60,000 Electrical service panel upgrade only ( D D BPV ~ $200,000 □ Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions~ 1,000 square feet D BPV ~ $1 ,000,000 D ~ 2,000 sq. ft. new roof addition Checklist Item A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38,4A N/A N/A All residential additions and alterations 1 A,4?) 1-2 family dwellings and townhouses with attached garages 4A only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 28, 38, 48 and 5 18, 5 18, 28, 5 Building alterations of ~ 75% existing gross floor area 28,5 18 also applies if BPV ~ $200,000 Check the appropriate boxes, explain all not appficable and exception Items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infonnation. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A Residential addition or alteration~ $60,000 building penn it valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.190. □ NIA ________ _ □ Exception: Home energy score~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing D Attic insulation □ Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package □ Water heating Package JZ'. Between 1978and 1991 Select one option : /4 □ Ductsealing Atticinsulation □Cool roof □ 1992 andlater Select one option : ' D Lighting package □ Water heating package Updated 4/16/202 1 3 :' B. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000square feet. See CMC 18.21.155 and CAL Green Appendix AS □ N/A AS.203.1.1 Choose one:□ .1 Outdoorlighting □ .2 Restaurant servic.e water heating (CEC 140.5) □ .3Warehousedocksealdoors. □ .4 Daylight design PAFs □ .5 Exhaustairheatrecovery □ N/A A5.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoorlighting AND mechanical) □ N/A A5.211.1 ** □ On-site renewable energy: □ N/A A5.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A A5.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) □ N/A A5.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A ---------- * Includes hotels/motels and high-rise residential buildings ** Foralterations~ $1 ,000,000 BPVand affecting> 75% existinggrossfloor area, 0 R alterationsthatadd 2, OOOsquare feet of new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if nec.essary) Total System Size: kWdc = (CFAx.572) I 1,000 + (1.15 x #d.u.) *Formula calculation mere CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: □If ~ 10,000s.f. calculate: 15 kWdc x (GFN10,000) ** kWdc **Round building size factor to nearest tenth , and round system size to nearest whole number. Updated 4/16/2021 4 □ Time-Dependent Valuation Method Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc • ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential on ly} □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (h igh rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception : □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30 .150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 " 4. Electric Vehicle Charging A Residential New construction and major alterations* Pl se refer to CMC 18.21.140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □Exception : _____________ _ □ Multi-familyresidential· □ Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest Vvtlole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2:$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation:::: $200,000 , interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest Vvtiole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 •• " 5. 0 Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to detem,inewhetherornoryour pem,it requires a TOM plan. If TOM is applicable to your pennit, staff will contact the applicant to develop a site-specific TOM plan based on the pennit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sampfe caicyfatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my penmit require a TOM plan and understand that an approved TOM plan is a condition of pennit issuance. Applicant Signature: _________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): _________________ _ Phone Number: _____ _ Email Address: __________________ _ Updated 4/16/2021 7