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HomeMy WebLinkAbout2130 BASSWOOD AVE; ; CBR2021-3289; PermitBuilding Permit Finaled Print Date: 02/27/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2130 BASSWOOD AVE, BLDG-Residential 1671303600 $37,019.22 Residential Permit CARLSBAD, CA 92008-1112 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: (city of Carlsbad CBR2021-3289 Closed -Finaled Applied: 11/03/2021 Issued: 03/17/2022 Fina led Close Out: 02/27/2023 Final Inspection: 02/23/2023 INSPECTOR: Renfro, Chris Kersch, Tim Description: RIECHEL: 462 SF ADDITION (CONVERT GARAGE TO LIVING SPACE)// NEW 420 SF GARAGE Applicant: WRIGHT DESIGN SAMUEL WRIGHT 2911 STATE ST, # A CARLSBAD, CA 92008-2338 (760) 720-7631 FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK BUILDING PLAN CHECK Property Owner: REICHEL FAMILY 2130 BASSWOOD AVE CARLSBAD, CA 92008 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL-OTHER SB1473-GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-Medium Total Fees: $3,835.43 Total Payments To Date: $3,835.43 Contractor: STEADY BUILDERS INC 28821 LILAC RD VALLEY CENTER, CA 92082-5426 (760) 505-9090 Balance Due: AMOUNT $778.40 $1,050.00 $717.22 $194.00 $98.00 $175.00 $481.00 $2.00 $4.81 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the 11lmposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as 11fees/exaction.11 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 (. Cicyof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 JobAddress__d. \ $0 ~d\{$ w ooJ Av-( Plan Check(✓8t 7ulf .32Jr9 Est. Value PC Deposit Date CT/Project#:. ______________ ,Lot#:. ___ YearBullt: _______ _ Fire Sprlnklers:OE~NO Air Conditlonlng:0) YE: '10 Electrical Panel Upgrade•Xi"-.vesQNo • ' ' ' ')O(' , BRIEF DESCRIPTION OF WORK~a ~ ',ao~-~t 'At~h, ~ q; .. \,..j!" ~--{J!e~ ,A.11I e~,s~,.., . .J ,J ;}.,[)Ol? S • ?'f.} , NewSF: I . LlvlngSF,~,..__DeckSF, ___ .PatioSF,. ___ GarageSF __ Is this to create an Accessory Dwelling Unit? r. 'ON New Fireplace? QY~N, if yes how many? -- lijRemodel: di l-/';; J. SF of affected area Is the area a conversion or change of use?Ov QN 0 Pool/Spa: ____ .SF Additional Gas or Electrical Features? _________ _ 05olar: ___ Kw, ___ .Modules, MountedOoof()c;round, Tllt:OvON, RMA:QvQN, Batterv:Ov 04, Panel Upgrade: ()v 0,., D Reroof:, ____________________________ ..,. 0 Plumblng/Mechanlcal/Electrlcal D Only: Other: DATE: . ~,q[d.,~ Emall: 81.ltldirut@r.arlsbndcao&o~ REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PlAN CHECK NUMBER: ' A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IFIT~ PERSOI\ SIGNING THIS FORM 15 AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED Pill',) TO PERMIT ISSUANCE. ; ; (OPTION AJ: LICENSED CONTIIAtTOft DECLARATION; , .. • ; ; therebyafftrmunderpenaltyofperJurythatlam/lcensedunderprovtslansofChapter9(commencingwlthSectlon7()()(JJ. df. Ql.l~sionJ of the Business and Professions Code, and my license Is In full force and effect. I also affirm under penalty of perjury oner,/ t't fol lowing declarations {CHOOSE ONE): ' I Q have and will maintain a certlftcate of consent to seff-lnsure for workers' compensation provided by Section 3700 of the labor COde, for the perfo"'lan~e rf the rk which this permit Is Issued. Pollc:yNo. · I ; , -OR-I I I0\1 have and will maintain workefs compensation, as required by section 3700 of the labor COde, tor the performance of the work for which this , t 15 ~ed. 1- ~Y workers' compensation Insurance earner a pglk;y number are: Insurance Company Name: ..-c . l.iJ' ~$ I Polley No, 0 Z. '5' , · 0 Expiration Date: , .. I • 2 .• · I , ~OR~ ! i I Oeertlflcate of ElCemptlon: I certify that In the performance of the work for which this permit Is Issued, I shall not employ any person In any manner sq.· ~•=t.~· ecome subject to the workers' compensation Laws of callfornla. WARNING: Failure to secure workers compensation covereae ls unhowful end shall subject M em yer to crlmlnal .....-end dvH fines up to $100,000,00, In addition tho to the cost of compensation, damallti as provided for In Section 3706 of the Laijo( '. , Interest end attorney'•-· • i • i CONSTRUCTION U!NDING AGENCY. IF ANV: 1 1 hereby affirm that there Is a construction lending asency for the performance of the work this permit Is Issued (Sec. 3097 (I) Civil Code). Lender's Nama:~----------------•Lander'sAddress: ______________ .,_---+- ' ', I CONTRACTOR CERT/FICA TION: I certify that/ have read the appllcatlonondstate that the above Information is correct,ndjtfiat thelnformatlonon the plans ls accurate. /agree to comply with all City ordinances and State laws relating tobulldll!J • i construction. ~ · · NAME (PRINT): £s:6--~ f1>n1 i,1, (/i SIGNATURE: -::s .:::;;;;-DATE:_ J-/ff_;E Note: If the ponon sianlna above is an authorized asentfor the contractor provide• '-' of authorization on contractor 1-aad. . I ·OR• I (OPTION B): QWNER•BUILDIR DECLARATIQN; 1 • I I hereby affirm that I am exempt from Contractor's license Law for the following reason: i • f""'l ~ as owner of the property or my employees with wases as their sole compensation, will do the work and the structure Is not Intended or offered ~r 1• • (Sec. '°7644, Bumess and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or lmprovos thereon, 1nd who . • s h work himself or through his own employees, provided that such Improvements are not lntanded or offered for safe. tf, howtWer, the building or Imp= ' ls sold wlt·~R','."• year of completion, the owner-buHder wiU have the burden of provlllfl that he did not build or Improve for the purpose of ,ale). 41 ,l QI, as owner of the property, am exclusively contractina with llcen$ed c:ontrattors to c:onstruc:t the project (Sec:, 7044, BuslneH and Professions Code; e ;.: Contractor's license Law does not apply ta an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) ll &ad'1j pursuant to the Contracto(s License Law). · 1, -OR-' 01 am exempt under Business and Professions Code Division 3, Chapter 9, Artlde 3 for this reason: AND, 0 FORM &-61 "Owner Builder Acknowl1d1ement and Verification Formn Is required for any permit Issued to a property owner. I I By my signature below I acknowledae that, ucept for my personal residence In which I must have resided for at least one year prior to completion of~' Improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder II It has not been constructed In Its entirety · lice sed contractors./undentandthotacopyof the applicable law, Se,tfon 7044of the8urlnessandProfemonsCode, isovallableuponrequestwhenthlsapptl ti Is submitted orat tlltt follawlng Web site: http:Ilwww.leginjo.ca.gov/ calaw.html. . · • OWNER CERTIFICATION: /certlfythatlhavereadthe applicatfonandstatethattheabovelnfarmationlscorrectandtJt4 Information on the plans ls accurate. I agree to comply with all City ordinances and State laws relating ta building ' 1•1 construction. • ii I NAME (PRINT): SIGN: _...,.. ______ DATEa I Note: If the penon slanln1 above Is an authoriud apnt for the property owner lndude form 8·62 •lined by property owner. 11 1635 Faraday Ave carlsbad, CA 92008 Ph; 760-602-2719 Fax: 760.602-8558 Emal!: liuilding('Ocarlsbadca,@~1 1 2 RI=\/ n71?1 Ccityaf Carlsbad OWNERS AUTHORIZED AGENT FORM 8-62 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER'SAUTHORIZED AGENT FORM Only a property owner, contractor ar their authorized agent may submit plans and applications for building permits. To authorize a third-party agent to sign far a building permit, the owner's third party agent must bring this signed farm, which identifies the agent and the owner who s/he is representing, and far what jobs s/he may obtain permits. The form must be completed in its entirety ta be accepted by the City far each separate permit application. Note: The following Owner's Authorized Agent form is required to be completed by the property owner only when designating an agent to apply for a construction permit an his/her behalf. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner-Builder Permit for my project. Scope of Construction Project (or Description of Work): ~Cl Y /,,. 11 0 N Project Location or Address: Z.. I '0 f;i> "-1: ,lo I,,! C) t) I::> ,4 v E.. • Name of Authorized Agent: c:::;;,.,. M W r.a..1 Y 1-i-'I Address of Authorized Agent: 2.. i:, 11 '> r 1,.-,. It.. s i . ... T ll... A c:-,4 14..1,,, .. t::,. .... t,;;;, c;; .... • °I t <.H.:> b I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Date: 1 PERMIT JN-PE~TION HISTORY for (CBR.2021-3289) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 11/03/2021 Owner: TRUST REICHEL FAMILY Issue Date: 03/17/2022 Subdivision: FALCON HILL UNIT# 2 Expiration Date: 04/25/2023 IVR Number: 36832 Address: 2130 BASSWOOD AVE CARLSBAD, CA 92008-1112 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Monday, February 27, 2023 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLOG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio Status COMMENTS TEXT 760-505-9090 Frank Passed Yes Yes Yes Yes Yes Created Date 02/22/2023 Page 3 of3 -· PERMIT INSPECTION HISTORY for (CBR2021-3289) Permit Type: BLDG-Residential Application Date: 11/03/2021 Owner: TRUST REICHEL FAMILY Work Class: Addition Issue Date: 03/17/2022 Subdivision: FALCON HILL UNIT#2 Status: Closed -Finaled Expiration Date: 04/25/2023 Address: 2130 BASSWOOD AVE IVR Number: 36832 CARLSBAD, CA 92008-1112 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/01/2022 09/01/2022 BLDG-11 190448-2022 Partial Pass Chris Renfro Reinspection Incomplete F o u ndationJFtg/Pi e rs (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on foundation for (2) columns Yes exterior entry BLDG-83 Roof Sheating, 190447-2022 Passed Chris Renfro Complete Exterior Shear (13, 15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 09/20/2022 09/20/2022 BLDG-33 Service 192070-2022 Cancelled Tim Kersch Reinspection Incomplete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-84 Rough 192069-2022 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/23/2022 09/23/2022 BLDG-33 Service 192440-2022 Passed Tim Kersch Complete Change/Upgrade Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/27/2022 10/27/2022 BLDG-18 Exterior 195114-2022 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/23/2023 02/23/2023 BLDG-Final Inspection 204035-2023 Passed Chris Renfro Complete Monday, February 27, 2023 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-3289} Permit Type: BLDG-Residential Work Class: Addition Application Date: 11/03/2021 Owner: TRUST REICHEL FAMILY Issue Date: 03/17/2022 Subdivision: FALCON HILL UNIT# 2 Status: Scheduled Date 04/21/2022 05/12/2022 05/24/2022 05/25/2022 06/02/2022 08/15/2022 Closed -Finaled Expiration Date: 04/25/2023 IVR Number: 36832 Address: 2130 BASSWOOD AVE CARLSBAD, CA 92008-1112 Actual Inspection Type Start Date 05/31/2022 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item Inspection No. 183860-2022 COMMENTS Inspection Status Cancelled Primary Inspector Chris Renfro BLDG-Building Deficiency Partial pass on garage conversion to living space SOG. And all other footings and slab throughout. New garage footing is pending 04/21/2022 BLDG-SW-Pre-Con Checklist Item 181097-2022 COMMENTS Passed Chris Renfro BLDG-Building Deficiency 05/12/2022 BLDG-21 182546-2022 Passed Tim Kersch Underground/Underflo or Plumbing Checklist Item BLDG-Building Deficiency COMMENTS 05/24/2022 BLDG-11 183408-2022 Passed Tim Kersch Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS 05/25/2022 BLDG-11 183545-2022 Partial Pass Chris Renfro F ou n dation/Ftg/P lers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Partial pass on garage conversion to living space SOG. And all other footings and slab throughout. New garage footing is pending 06/02/2022 BLDG-11 184010-2022 Partial Pass Chris Renfro Foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS Partial pass on foundation for CMU garage walls and special inspection report collect out on all epoxy hold down anchor bolts. 08/15/2022 BLDG-15 Roof/ReRoof (Patio) 18917 4-2022 Passed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency Reinspection Inspection Reinspection Incomplete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Reinspection Incomplete Passed Yes Complete Passed Yes Monday, February 27, 2023 Page 1 of3 WILLIAM K. WITKOWSKI, SD Lie. No. 1104/ICC Lie No. 8035625 Telephone: (619) 279-2542 REGISTERED INSPECTOR'S DAILY REPORT DATE: f::/ /w~l, TYPE OF INSPECTION 0 Structural Masonrcit Anchors Pile driving Job Name: 'K.t I C.. Kt I 12..c.~ J BUILDING DIVISION Type of Structure: \ / -:t:.., P1rmit No. -, 0 e,13'f, ozl -3,~ Plan No. Material Description: r -11,1.R t le,I rc..cl •--d 'V ~, f ~ N c..\-" r S -I' I Ir H'.' /f H l)ll ~l, tJ..,1, '5, ..... ~ ~N x-? r '-ll. .. ~Z~c-g Architect: ~T2.l< kt \.I\.. .:,IC Engineer: ,, ~Vil) -1 h, m1--S [r-:r. Inspector: William K. Witkowski Contractor: <;,1. r.1 ~~:( lt:r Subcontractor: INSPECTION SUMMARY: LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED, NUMBER, TYPE ANO IDENTIFICATION NUMBERS OF SAMPLES TAKEN, STRUCTURAL CONNECTIONS (WELD MADE H.T. BOLTS TORQUED} CHECKED, ETC. -::, I . .I,\ ~e('{j I i2. lle,I h0b £ I (' -i?-(2 .eci de.pl,t d It 1~..eiv 'r 1-y C"dcp1 d t<j"{I( C \ Ill t bc.\c i-tl, ~C--,,ll\.Jr:..-<: ~\ l ~~i1ie b l 5,l\ l(' ~ ,~ l.l..e. ~ f'e I \ c...s..l Je-ic1, -s :;;DS-·~ <; L <-. t SAMPLES TAKEN Concrete Mortar Grout Bloc)< Prisms Density CERTIFICATION OF COMPLIANCE: To the best of my Reg knowledge, all of the reported work, unless Time In Time Out Hours OT 1.SX OT2X otherwise noted, is in conformance with the approved plans, specifications, and applicable All inspections billed_ on a minimum of 4 hours. Over 4 hours is billed as an 8-sections of the governing building laws. hour minimum. Any inspections extending past noon will be charged as an 8- Wllllr K. W:ITKOWSKI pedal lospecto, hour minimum. Approved by Project Superintendent: --(~ ~ ( kn_ l(~. l l, , o.,..--0) ON-WOv., r')N -■ o-""' r') t? - .,..--.,..--""" I'-.,..--I ~ ~ N 0 N ~ al 0 E David Thomas Engineering, A.P .C. Structural Engineering Services Structural Calculations (Proposed Remodel/ Addition) Project Reichel Residence/ 21164 2130 Basswood Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 10-29-21 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 > 1--0 Job Reichel Residence 21164 I ,' \ II)\ ( ......... > Calculated by __ ~L~S _Date~---- David Thomas Engineering TABLE OF CONTENTS 1. PROJECT SCOPE/ DESIGN CRITERIA. 2. DESIGN LOADS .. 3. VERTICAL ANALYSIS: A HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC) ... B. VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) .. 4. LATERAL ANALYSIS A. SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION .. B. LATERAL LOAD-RESISTING DESIGN: I. SHEARWALL DESIGN .. II. CANTILEVERED STEEL COLUMN ELEMENTS Ill. STEEL MOMENT FRAMES .. IV. 5. FOUNDATION DESIGN: A. CONTINUOUS & SPREAD FOOTINGS .. B. RETAINING WALLS .. C. CONCRETE GRADE BEAMS D. DEEPENED CONCRETE PIERS/CAISSONS .. E. 6. SCHEDULES: A SHEARWALL SCHEDULE .... B. HOLD DOWN SCHEDULE C. SPREAD FOOTING SCHEDULE . PAGE 2 3 4-27 28-29 30-33 34-39 40 41 42 43 1 of 43 / \ /1)\ Job Reichel Residence 21164 Calculated by ___ ~L-S_ Date ____ _ David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed remodel/ addition to an existing one-story single family-residence with attached carport at 2130 Basswood Avenue, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of a combination of conventional stick-frame and prefabricated wood roof trusses (designed by other), and the foundation system to consist of a 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 Brian & Ashley Reichel 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, (UN.O.) ASTM C90, f'm = 1500 PSI, SPECIAL INSPECTION REQ'D, (UN.O.) ASTM A615. Fy = 60 KSI FOR #4 AND LARGER (UN.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 43 Job Reichel Residence 21164 Calculated by __ ~L=S-Date ____ _ David Thomas Engineering DESIGN LOADS ROOF DEAD LOAD ROOFING MATERIAL. SHEATHING RAFTERS/C.J. (or) TRUSSES INSULATION DRYWALL OTHER (ELEC., MECH., MISC.) . TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR DEAD LOAD FLOORING FINISH LT WEIGHT CONCRETE ( __ in.) .. SHEATHING JOISTS DRYWALL OTHER (ELEC., MECH., MISC.) .. TOTAL DEAD LOAD: LIVE LOAD TOTAL LOAD EXTERIOR WALL STUDS DRYWALL .... INSULATION EXTERIOR FINISH . OTHER ... TOTAL LOAD: INTERIOR WALL STUDS DRYWALL .. OTHER ... TOTAL LOAD: MATERIAL: SLOPE: MATERIAL: FINISH: CASE 1 $HING! f 4: 12 100 PSF 1.5 4.0 1.5 2.5 0.5 20.0 PSF 20.0 PSF 40.0 PSF FLOOR Ill E 190 PSF 2.0 3.5 2.5 3.0 30 0 PSF 40.0 PSF 70.0 PSF STUCCO 1.0 PSF 2.5 1.5 10.0 ...... ........... _____LQ 16.0 PSF CASE II WATERPROOF FLAT 10.0 PSF 1.5 4.0 1.5 2.5 0.5 20.0 PSF 20.0 PSF 40.0 PSF 19.0 PSF 2.0 3.5 2.5 3.0 30.0 PSF 60.0 PSF 90.0 PSF 1.0 2.5 1.5 .0 _____LQ .o PSF PSF 1.0 PSF 5.0 1.0 7.0 PSF 3 of 43 Wood Beam DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Boise Cascade Wood Grade : Versa Lam 3100 Beam Bracing : Completely Unbraced Q v D(0.35) Lr(0.35) v v v Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :45PM Fb+ Fb - Fc -Prll Fe -Perp Fv Ft 1 e: e1c e es1 ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 3,100.0 psi 3,100.0 psi 3,000.0psi 750.0 psi 285.0 psi 2,100.0 psi . . . E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,036.83ksi Density 41 .760pcf 0(0.35) Lr(0.35) v v ~ 1 T 1 3.5x11 .875 Span = 12.50 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 i Uniform Load: D = 0 020, Lr = 0.020 ksf, Tributary Width= 17.50 ft, (ROOF) Load for Span Number 2 Uniform Load: D = 0.020, Lr= 0.020 ksf, Tributary Width= 17.50 ft, (ROOF) DESIGN SUMMARY 3.5x11 .875 Span = 12.50 ft Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio 0.598 1 Maximum Shear Stress Ratio 0.493 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 2,027.11psi fv: Actual = 175.57 psi Fb: Allowable 3,391.18psi Fv: Allowable 356.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 12.500ft Location of maximum on span 11.522ft Span# where maximum occurs = Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 1814 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.168 in Ratio= 892 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.394 0.348 0.90 1.000 1.00 1.00 1.00 1.00 0.94 7.07 1,030.72 2615.79 2.47 89.27 256.50 Length= 12.50 ft 2 0.394 0.348 0.90 1.000 1.00 1.00 1.00 1.00 0.94 7.07 1,030.72 2615.79 2.47 89.27 256.50 ->D+Lr 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 12.50 ft 0.598 0.493 1.25 1.000 1.00 1.00 1.00 1.00 0.88 13.91 2,027.11 3391.18 4.87 175.57 356.25 Length = 12.50 fl 2 0.598 0.493 1.25 1.000 1.00 1.00 1.00 1.00 0.88 13.91 2,027.11 3391.18 4.87 175.57 356.25 ->D-+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 Length = 12.50 ft 0.524 0.432 1.25 1.000 1.00 1.00 1.00 1.00 0.88 12.20 1,778.01 3391.18 4.27 154.00 356.25 Length= 12.50 fl 2 0.524 0.432 1.25 1.000 1.00 1.00 1.00 1.00 0.88 12.20 1,778.01 3391.18 4.27 154.00 356.25 -+0.60D 1.000 1.00 1.00 1.00 1.00 0.88 0.00 0.00 0.00 0.00 4 of 43 Wood Beam ······.: DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-1 Load Combination Max Stress Ratios Segment Length Span# M V Length = 12.50 ft 1 0.159 0.117 Length = 12.50 ft 2 0.159 0.117 Overall Maximum Deflections Load Combination +D+Lr +D+Lr Span 1 2 Cd C FN 1.60 1.000 1.60 1.000 Max.'-" Defl 0.1681 0.1664 Ci Cr 1.00 1.00 1.00 1.00 Location in Span 5.307 7.263 Cm 1.00 1.00 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021 , 1:45PM Ct CL 1.00 0.78 1.00 0.78 Load Combination 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values M fb 4.24 618.43 4.24 618.43 . . . . . F'b V 3881.35 1.48 3881.35 1.48 Max.'+' Deft 0.0000 0.0000 Shear Values Iv F'v 53.56 456.00 53.56 45600 Location in Span 0.000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Overall MAX1mum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 3.338 1.641 1.697 3.338 2.928 1.018 1.641 Support 2 11.126 5.469 5.657 11.126 9.759 3.394 5.469 Support 3 3.338 1.641 1.697 3.338 2.928 1.018 1.641 5 of 43 Wood Beam ·······: DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.ccm www.dten sd.com DESCRIPTION: RB-2 CODE REFERENCES Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 2:36PM 1 e: e,c e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . ' . . . Calculations per NOS 2018, !BC 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 : BoiseCascade Wood Grade : VersaLam3100 Beam Bracing : Completely Unbraced D 0.315 Lr 0.21 Fc -Prll Fe -Perp Fv Ft 3.5x16 Span = 16.50 ft 750.0 psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0 ksi Eminbend-xx 1,036.83ksi Density 41 .760pcf D(0.315 Lr(0.21) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.030, Lr = 0.020 ksf, Extent= 0.0 --» 14.50 ft, Tributary Width= 10.50 ft, (ROOF+ STUCCO) Point Load: D = 0.3150, Lr= 0.210 k@ 14.50 ft, (ROOF BEAM) DESIGN SUIVJMARY 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 0.642 1 3.5x16 1,480.1 Opsi 2,305.11 psi +D+Lr 8.250ft Span# 1 0.147 in 0.000 in 0.380 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 1343 >=360 Ratio = 0 <360 Ratio = 521 >=240 Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct CL M fb D Only Length= 16.50 ft 0.429 0.250 0.90 0.969 1.00 1.00 1.00 1.00 0.78 11.27 905.83 -+D-+lr 0.969 1.00 1.00 1.00 1.00 0.78 Length= 16.50 ft 0.642 0.295 1.25 0.969 1.00 1.00 1.00 1.00 0.61 18.42 1,480.10 -+D+0.750Lr 0.969 1.00 1.00 1.00 1.00 0.61 Length = 16.50 ft 0.580 0.266 1.25 0.969 1.00 1.00 1.00 1.00 0.61 16.63 1,336.53 +0.600 0.969 1.00 1.00 1.00 1.00 0.61 Length= 16.50 ft 0.229 0.084 1.60 0.969 1.00 1.00 1.00 1.00 0.49 6.76 543.50 F'b 0.00 2111.36 0.00 2305.11 0.00 2305.11 0.00 2372.80 Design OK V 0.00 2.40 0.00 3.92 0.00 3.54 0.00 1.44 0.295 : 1 3.5x16 104.97 psi 356.25 psi +D+Lr 15.175ft Span# 1 Shear Values fv 0.00 F'v 0.00 64.18 256.50 0.00 0.00 104.97 356.25 0.00 0.00 94.77 356.25 0.00 0.00 38.51 456.00 6 of 43 Wood Beam .. ,, .... DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-2 Overall Maximum Deflections Load Combination Span Max.'-" Defl -+D-+lr 1 0.3799 Vertical Reactions Location in Span 8.250 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 2:36PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I • . Load Combination Max. '+' Defl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.465 3.940 Overall MINimum 1.733 1.523 DOnly 2.733 2.418 -+D-+lr 4.465 3.940 -+D-+-0.750Lr 4.032 3.560 -+-0.600 1.640 1.451 Lr Only 1.733 1.523 7 of 43 Steel Beam 1.11•·,; DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-3 CODE REFERENCES Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :45PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I • • Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D(0.06) Lr(0.04) • D(0.03) Lr(0.02) W8x48 Span = 20.0 ft Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi 0(2.433)! Lr1 .523) 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 Width = 1.0 ft, (ROOF+ STUCCO) Uniform Load: D = 0.030, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (CANT. ROOF+ STUCCO) Point Load: D = 2.433, Lr= 1.523 k@ 17.0 ft, (RB-2, R2) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega : 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 0.147:1 W8x48 16.723 k-ft 114.026 k-ft +D+Lr 12.971ft Span# 1 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 0.077 in Ratio = 0.000 in Ratio = 0.229 in Ratio= 0.000 in Ratio= 3,114 >=360 0 <360 1050 >=240. 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb OOnly Dsgn. L = 20.00 ft 0.097 0.051 11.03 11.03 189.58 113.52 1.12 +D+Lr Rm 1.00 Dsgn. L = 20.00 ft 0.147 0.079 16.72 16.72 190.42 114.03 1.13 1.00 +D+0.750Lr Dsgn. L = 20.00 ft 0.134 0.072 15.30 15.30 190.26 113.93 1.13 1.00 +0.600 Dsgn. L = 20.00 ft 0.058 0.030 6.62 6.62 189.58 113.52 1.12 1.00 Overall Maximum Deflections Design OK 0.079 : 1 W8x48 5.343 k 68.0 k +D+Lr 20.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 3.45 102.00 68.00 5.34 102.00 68.00 4.87 102.00 68.00 2.07 102.00 68.00 Load Combination Span Max."-' Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.2286 10.571 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.573 5.343 Overall MINimum 0.828 1.895 D Only 1.745 3.448 8 of 43 ~ Steel Beam ······.: DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.ccm www.dten sci.com DESCRIPTION: RB-3 Vertical Reactions Load Combination +D+Lr +D-+0.750Lr -+0.60D Lr Only Support 1 2.573 2.366 1.047 0.828 Support2 5.343 4.869 2.069 1.895 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :45PM 1 e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Values in KIPS 9 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201 -3072 Steel Beam ·······: Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-4 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 Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending • D(0.06) Lr(0.04) L(0.08) f ~ ~ • D(0.06) L r(0.04) L(0.08) ~ ;:; 6 • Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21 164 Project Descr: Printed: 29 OCT 2021, 1 :45PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Fy : Steel Yield : E: Modulus: D(0.06) Lr(0.04) L(0.08) ;:; ;:; ;:; • I • I e • 36.0 ksi 29,000.0 ksi D(0.06) Lr(0.04) L(0.08) ;:; ;:; ;:; .. "' ~ ~ : ; lt.;._,; ;; I ::f'la C6x10.5 C6x10.5 C6x10 .5 C6x10.5 Span = 7 .0 ft Span= 7.0 fl Span= 7.0 ft Span = 7.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.030, Lr = 0.020, L = 0.040 ksf, Tributary Width= 2.0 ft, (ROOF+ STUCCO) Load for Span Number 2 Uniform Load: D = 0.030, Lr= 0.020, L = 0.040 ksf, Tributary Width = 2.0 ft, (ROOF+ STUCCO) Load for Span Number 3 Uniform Load: D = 0.030, Lr= 0.020, L = 0.040 ksf, Tributary Width= 2.0 fl, (ROOF+ STUCCO) Load for Span Number 4 Uniform Load: D = 0.030, Lr= 0.020, L = 0.040 ksf, Tributary Width= 2.0 ft, (ROOF+ STUCCO) DESIGN SUMMARY Design OK Maximum Bendin"Q Stress Ratio = 0.44•s .. :··•··1· MaxITT1um shear Stress Ratio = 0.053 : 1 Section used for this span C6x10.5 Ma : Applied 3.932 k-ft Mn / Omega : Allowable 8.816 k-ft Load Combination +D-t-0.750Lr-t-0.750L+H, LL Comb Run (L'LL) Location of maximum on span 0.000ft Span# where maximum occurs Span # 4 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.214 in -0.022 in 0.394 in -0 034 in Ratio = Ratio= Ratio= Ratio = Maximum Forces & Stresses for Load Combinations Section used for this span C6x10.5 Va : Applied 1.303 k Vn/Omega : Allowable 24.368 k Load Combination +D-t-0.750Lr-t-0.750L+H, LL Comb Run (LL'L) Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 786 >=360 3,818 >=360 427 >=240. 2504 >=240. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.023 0.43 -1.73 1.73 18.54 11.10 2.50 1.00 0.56 40.69 2437 Dsgn. L = 7.00 ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L +H, LL Comb Run (~*L) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.026 0.92 -1.73 1.73 18.54 11.10 2.56 1.00 0.63 40.69 24.37 Dsgn. L = 7.00ft 3 0.328 0.037 0.92 -3.65 3.65 18.54 11.10 2.32 1.00 0.90 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.043 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.°io of{9.3 24.37 ij£ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.ccm www.dten sd.ccm Printed: 29 OCT 2021, 1 :45PM Steel Beam ,e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.1 1 ··,; DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 4069 24.37 +D+L-+H, LL Comb Run (-L j Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.021 0.19 -1.73 1.73 18.54 11.10 2.47 1.00 0.52 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.033 0.40 -1.69 1.69 18.54 11.10 2.75 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.033 -0.00 -1.73 1.73 14,72 8.82 1.00 1.00 0.80 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run (-LL) Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.024 0.67 -1.73 1.73 18.54 11.10 2.53 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 3 0.327 0.047 0.68 -3.63 3.63 18.54 11.10 2.57 1.00 1.14 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.047 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.15 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L-+H, LL Comb Run ('L *j Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.033 0.40 -1.73 1.73 18.54 11.10 2.74 1.00 0.80 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.021 0.20 -1.70 1.70 18.54 11.10 2.55 1.00 0.52 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.021 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.52 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run (*L 'L) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.036 0.79 -1.73 1.73 18.54 11.10 2.25 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 3 0.328 0.036 0.69 -3.65 3.65 18.54 11.10 2.29 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.043 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L-+H, LL Comb Run ('LL') Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.031 0.22 -1.73 1.73 18.54 11.10 3.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.031 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.76 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run ('LLL) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.034 0.59 -1.73 1.73 18.54 11.10 2.47 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 3 0.327 0.045 0.44 -3.64 3.64 18.54 11.10 2.55 1.00 1.11 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.046 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L-+H, LL Comb Run (L,_) Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.043 0.90 -3.69 3.69 18.54 11.10 2.27 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.026 0.92 -1.70 1.70 18.54 11.10 2.51 1.00 0.62 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.026 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.63 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run (L "L) Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.043 1.39 -3.69 3.69 18.54 11.10 2.29 1.00 1.05 40.69 24.37 Dsgn. L = 7 00 ft 3 0.328 0.040 1.41 -3.64 3.64 18.54 11.10 2.35 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.043 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L-+H, LL Comb Run (L'L ') Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.043 0.66 -3.69 3.69 18.54 11.10 2.17 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.035 0.79 -1.69 1.69 18.54 11.10 2.24 1.00 0.86 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.036 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.87 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run (L 'LL) Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.043 1.15 -3.69 3.69 18.54 11.10 2.28 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.327 0.050 1.17 -3.63 3.63 18.54 11.10 2.61 1.00 1.21 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.050 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.22 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L-+H, LL Comb Run (LL") Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.047 0.67 -3.69 3.69 18.54 11.10 2.48 1.00 1.15 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.68 -1.70 1.70 18.54 11.10 2.63 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.59 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+H, LL Comb Run (LL'L) Dsgn. L = 6.95 ft 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1-0f 1 o'¥Ws 24.37 ij£ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam es, ence.ec Software copyright ENERCALC, I ,.,,·:,: I • I • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00ft 2 0.332 0.050 1.16 -3.69 3.69 18.54 11.10 2.51 1.00 1.22 40.69 24.37 Dsgn. L = 7.00ft 3 0.328 0.038 1.17 -3.64 3.64 18.54 11.10 2.34 1.00 0.94 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.043 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+L -+f-1, LL Comb Run (LLL *) Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00ft 2 0.332 0.046 0.43 -3.69 3.69 18.54 11.10 2.47 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.034 0.59 -1.69 1.69 18.54 11.10 2.47 1.00 0.83 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.034 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.84 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+L-+f-1, LL Comb Run (LLLL} Dsgn. L = 6.95 ft 1 0.412 0.043 -3.64 3.64 14.76 8.84 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 2 0.332 0.049 0.92 -3.69 3.69 18.54 11.10 2.50 1.00 1.19 40.69 24.37 Dsgn. L = 7.00 ft 3 0.327 0.048 0.92 -3.63 3.63 18.54 11.10 2.59 1.00 1.18 40.69 24.37 Dsgn. L = 7.00 ft 4 0.418 0.049 -0.00 -3.69 3.69 14.72 8.82 1.00 1.00 1.19 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+f-1, LL Comb Run (*HL) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.67 -1.73 1.73 18.54 11.10 2.53 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 3 0.241 0.030 0.68 -2.67 2.67 18.54 11.10 2.40 1.00 0.73 40.69 24.37 Dsgn. L = 7.00 ft 4 0.307 0.032 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+f-1, LL Comb Run (**L *) Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.022 0.31 -1.73 1.73 18.54 11.10 2.48 1.00 0.54 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.028 0.35 -1.70 1.70 18.54 11.10 2.93 1.00 0.67 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.028 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.68 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -000 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+f-1, LL Comb Run ('*LL) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.55 -1.73 1.73 18.54 11.10 2.51 1.00 0.57 40.69 24.37 Dsgn. L = 7.00 ft 3 0.240 O.D35 0.55 -2.67 2.67 18.54 11.10 2.58 1.00 0.85 40.69 24.37 Dsgn. L = 7.00 ft 4 0.307 0.035 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.85 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+f-1, LL Comb Run (*L H) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.028 0.35 -1.73 1.73 18.54 11.10 2.78 1.00 0.68 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.022 0.31 -1.70 1.70 18.54 11.10 2.57 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.54 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+f-1, LL Comb Run ('L 'L) Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.57 -1.73 1.73 18.54 11.10 2.66 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 3 0.241 0.029 0.56 -2.67 2.67 18.54 11.10 2.39 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.307 0.032 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+f-1, LL Comb Run ('LL') Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.027 0.24 -1.73 1.73 18.54 11.10 2.76 1.00 0.66 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.027 0.24 -1.70 1.70 18.54 11.10 2.90 1.00 0.66 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.027 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.66 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11 .10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+f-1, LL Comb Run ('LLL} Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.46 -1.73 1.73 18.54 11.10 2.80 1.00 0.70 40.69 24.37 Dsgn. L = 7.00 ft 3 0.240 0.034 0.44 -2.67 2.67 18.54 11.10 2.56 1.00 083 40.69 24.37 Dsgn. L = 7.00 ft 4 0.307 0.034 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.84 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+f-1, LL Comb Run (L -) Dsgn. L = 6.95ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 2 0.244 0.032 0.67 -2.71 2.71 18.54 11.10 2.33 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.68 -1.70 1.70 18.54 11.10 2.63 1.00 0.59 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.59 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -000 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+f-1, LL Comb Run (LHL} Dsgn. L = 6.95ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 2 0.244 0.032 0.91 -2.71 2.71 18.54 11.10 2.35 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 3 0.241 0.031 0.92 -2.67 2.67 18.54 11.10 2.42 1.00 0.76 40.69 24.37 Dsgn. L = 7.00ft 4 0.307 0.032 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0·712 o'l°493 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 l ,t t••,: . ' • • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+H, LL Comb Run (L *L *} Dsgn. L = 6.95 ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 2 0.244 0.032 0.54 -2.71 2.71 18.54 11.10 2.33 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.029 0.57 -1.69 1.69 18.54 11.10 2.62 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+H, LL Comb Run (L*LL} Dsgn. L = 6.95ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 2 0.244 0.032 0.79 -2.71 2.71 18.54 11.10 2.34 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.240 0.036 0.80 -2.67 2.67 18.54 11.10 2.60 1.00 0.88 40.69 24.37 Dsgn. L = 7.00 ft 4 0.307 0.036 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.89 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+1-1, LL Comb Run (LL .. } Dsgn. L = 6.95 ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 2 0.244 0.035 0.55 -2.71 2.71 18.54 11.10 2.49 1.00 0.85 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.023 0.55 -1.70 1.70 18.54 11.10 2.61 1.00 0.57 40.69 24.37 Dsgn. L = 7.00ft 4 0.1 96 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.57 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+1-1, LL Comb Run (LL*L} Dsgn. L = 6.95ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 2 0.244 0.036 0.79 -2.71 2.71 18.54 11.10 2.51 1.00 0.89 40.69 24.37 Dsgn. L = 7.00ft 3 0.241 0.031 0.80 -2.67 2.67 18.54 11.10 2.41 1.00 0.74 40.69 24.37 Dsgn. L = 7.00ft 4 0.307 0.032 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Lr-+1-1, LL Comb Run (LLL *} Dsgn. L = 6.95 ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 2 0.244 0.034 0.43 -2.71 2.71 18.54 11.10 2.48 1.00 0.84 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.028 0.46 -1.69 1.69 18.54 11.10 2.77 1.00 0.69 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.70 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Lr-+H, LL Comb Run (LLLL} Dsgn. L = 6.95ft 1 0.302 0.032 -2.67 2.67 14.76 8.84 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 2 0.244 0.036 0.67 -2.71 2.71 18.54 11.10 2.50 1.00 0.87 40.69 24.37 Dsgn. L = 7.00ft 3 0.240 0.035 0.68 -2.67 2.67 18.54 11.10 2.59 1.00 0.87 40.69 24.37 Dsgn. L = 7.00ft 4 0.307 0.036 -0.00 -2.71 2.71 14.72 8.82 1.00 1.00 0.87 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+S-+1-1 Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.023 0.43 -1.73 1.73 18.54 11.10 2.50 1.00 0.56 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-+H, LL Comb Run (* Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.026 0.98 -1.73 1.73 18.54 11.10 2.51 1.00 0.63 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.039 0.98 -3.89 3.89 18.54 11.10 2.31 1.00 0.95 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0,000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-+H, LL Comb Run (* Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.021 0.16 -1.73 1.73 18.54 11.10 2.46 1.00 0.52 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.034 0.42 -1.69 1.69 18.54 11.10 2.70 1.00 0.82 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.034 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.83 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-+H, LL Comb Run (* Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.024 0.70 -1.73 1.73 18.54 11.10 2.53 1.00 0.59 40.69 24.37 Dsgn. L = 7.00ft 3 0.349 0.050 0.71 -3.88 3.88 18.54 11.10 2.57 1.00 1.22 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.050 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.22 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-+H, LL Comb Run (* Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.034 0.42 -1.73 1.73 18.54 11.10 2.69 1.00 0.83 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.021 0.17 -1.70 1.70 18.54 11.10 2.55 1.00 0.51 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.021 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.52 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-+1-1, LL Comb Run(* Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0 4i3 010493 24.37 @ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201-3072 Project ID: 21 164 Cell (858 336-9902 Project Descr: david@dtengsd.com www.dten sci.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ····••,: . ' • • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.156 0.037 0.85 -1.73 1.73 18.54 11.10 2.17 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.037 0.72 -3.89 3.89 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run(' Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.032 0.22 -1.73 1.73 18.54 11.10 3.00 1.00 0.79 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.032 0.22 -1.69 1.69 18.54 11.10 300 1.00 0.78 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (' Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.036 0.63 -1.73 1.73 18.54 11.10 2.40 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.048 0.44 -388 3.88 18.54 11.10 2.55 1.00 1.18 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.049 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.19 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 0.96 -3.93 3.93 18.54 11.10 2.25 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.026 0.98 -1.70 1.70 18.54 11.10 2.45 1.00 0.63 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.026 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.63 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 1.51 -3.93 393 1854 11.10 2.28 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.042 1.53 -3.88 3.88 18.54 11.10 2.34 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 0.69 -3.93 3.93 18.54 11.10 2.14 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.037 0.85 -1.68 1.68 18.54 11.10 2.16 1.00 0.90 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.037 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = · 7.00 ft 2 0.354 0.046 1.24 -3.93 3.93 18.54 11.10 2.27 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.053 1.26 -3.87 3.87 18.54 11.10 2.61 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.053 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.30 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.050 0.70 -3.93 3.93 18.54 11.10 2.48 1.00 1.22 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.71 -1.70 1.70 18.54 11.10 2.64 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.59 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.053 1.25 -3.93 3.93 18.54 11.10 2.51 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.040 1.26 -3.89 3.89 18.54 11.10 2.33 1.00 0.99 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.049 0.43 -3.93 3.93 18.54 11.10 2.47 1.00 1.19 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.035 0.63 -1.69 1.69 18.54 11.10 2.40 1.00 0.86 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.036 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.87 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-tH, LL Comb Run (L Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.052 0.98 -3.93 3.93 18.54 11.10 2.50 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.052 0.98 -3.87 3.87 18.54 11.10 2.59 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.052 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.26 40.69 2437 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-tH, LL Comb Run (H Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.025 0.79 -1.73 1.73 18.54 11.10 2.54 1.00 0.61 40.69 2437 Dsgn. L = 7.00ft 3 0.285 0.033 0.80 -3.16 3.16 18.54 11.10 2.36 1.00 0.81 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0·914 o'l°493 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.11••,; . . • • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +Q.750S+H, LL Comb Run( .. Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.022 0.25 -1.73 1.73 18.54 11.10 2.47 1.00 0.53 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.030 0.36 -1.69 1.69 18.54 11.10 2.84 1.00 073 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.030 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.74 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +Q.750S+H, LL Comb Run ( .. Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.61 -1.73 1.73 18.54 11.10 2.52 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.041 0.62 -3.15 3.15 18.54 11.10 2.57 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.041 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.00 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+H, LL Comb Run (*l Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.030 0.36 -1.73 1.73 18.54 11.10 2.85 1.00 0.74 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.022 0.26 -1.70 1.70 18.54 11.10 2.56 1.00 0.53 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.53 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. 750L +Q.750S+H, LL Comb Run (*I. Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.032 0.67 -1.73 1.73 18.54 11.10 2.44 1.00 0.79 40.69 24.37 Dsgn. L = 7.00ft 3 0.285 0.032 0.62 -3.16 3.16 18.54 11.10 2.34 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +Q.750S+H, LL Comb Run (*I. Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.22 -1.73 1.73 18.54 11.10 2.92 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.029 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S+H, LL Comb Run (*I. Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.031 0.52 -1.73 1.73 18.54 11.10 2.63 1.00 0.77 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.040 0.44 -3.15 3.15 18.54 11.10 2.56 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.040 -000 -3.20 3.20 14.72 8.82 1.00 1.00 0.98 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S+H, LL Comb Run (L' Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.78 -3.20 3.20 18.54 11.10 2.29 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.025 0.80 -1.70 1.70 18.54 11.10 2.65 1.00 0.60 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.025 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.61 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +Q.750S+H, LL Comb Run (L' Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 1.15 -3.20 3.20 18.54 11.10 2.32 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.036 1.17 -3.16 3.16 18.54 11.10 2.38 1.00 0.87 40.69 24.37 Dsgn. L = 7 00ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +Q.750S-++t, LL Comb Run (L' Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.037 0.60 -3.20 3.20 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.032 0.67 -1.69 1.69 18.54 11.10 2.41 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+Q.750S-++I, LL Comb Run (L' Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.97 -3.20 3.20 18.54 11.10 2.30 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.043 0.98 -3.15 3.15 18.54 11.10 2.61 1.00 1.05 40.69 24.37 Dsgn. L = 7.00ft 4 0.363 0.043 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +Q. 750S-++t, LL Comb Run (LI Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.041 0.61 -3.20 3.20 18.54 11.10 2.48 1.00 1.00 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.024 0.62 -1.70 1.70 18.54 11.10 2.62 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.58 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Q.750L+0.750S-++I, LL Comb Run (LI Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0915 o'l°493 24.37 ij£ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.t1•·.: I • I • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mm<!Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.288 0.043 0.98 -3.20 3.20 18.54 11.10 2.51 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.034 0.98 -3.16 3.16 18.54 11.10 2.37 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 -+D-+-0.750L-+-0.750S-+H, LL Comb Run (LI Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.040 0.43 -3.20 3.20 18.54 11.10 2.47 1.00 0.98 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.031 0.52 -1.69 1.69 18.54 11.10 2.61 1.00 0.76 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-+-0. 750L-+-0.750S-+H, LL Comb Run (LI Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.042 0.79 -3.20 3.20 18.54 11.10 2.50 1.00 1.03 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.042 0.80 -3.15 315 18.54 11.10 2.59 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.042 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.03 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 -+D-+-0.60W-+H Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.023 0.43 -1.73 1.73 18.54 11.10 2.50 1.00 0.56 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-0.60W-+H Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.023 0.43 -1.73 1.73 18.54 11.10 2.50 1.00 0.56 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Ds9n. L = 7.00 ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-+-0. 750Lr-+-0. 750L-+-0.450W-+H, LL Corr Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.026 0.98 -1.73 1.73 18.54 11.10 2.51 1.00 0.63 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.039 0.98 -3.89 3.89 18.54 11.10 2.31 1.00 0.95 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 -+D-+-0.750Lr-+-0.750L-+-0.450W-+H, LL Corr Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.021 0.16 -1.73 1.73 18.54 11.10 2.46 1.00 0.52 40.69 24.37 Dsgn. L = 7 00 ft 3 0.152 0.034 0.42 -1.69 1.69 18.54 11.10 2.70 1.00 0.82 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.034 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.83 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-+-0. 750Lr-+-0. 750L-+-0.450W-+H, LL Corr Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.70 -1.73 1.73 18.54 11.10 2.53 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.050 0.71 -3.88 3.88 18.54 11.10 2.57 1.00 1.22 40.69 24.37 Osgn. L = 7.00 ft 4 0.446 0.050 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.22 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 -+D-+-0.750Lr-+-0.750L-+-0.450W-+H, LL Corr Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.034 0.42 -1.73 1.73 18.54 11.10 2.69 1.00 0.83 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.021 0.17 -1.70 1.70 18.54 11.10 2.55 1.00 0.51 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.021 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.52 40.69 24.37 Ds9n. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-+-0.750Lr-+-0.750L-+-0.450W-+H, LL Corr Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Ds9n. L = 7.00 ft 2 0.156 0.037 0.85 -1.73 1.73 18.54 11.10 2.17 1.00 0.91 40.69 24.37 Ds9n. L = 7.00 ft 3 0.350 0.037 0.72 -3.89 3.89 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Ds9n. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 -+D-+-0.750Lr-+-0.750L-+-0.450W-+H, LL Corr Ds9n. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.032 0.22 -1.73 1.73 18.54 11.10 3.00 1.00 0.79 40.69 24.37 Ds9n. L = 7.00 ft 3 0.152 0.032 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.78 40.69 24.37 Ds9n. L = 7.00 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 -+D-+-0.750Lr-+-0.750L-+-0.450W-+H, LL Corr Ds9n. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.036 0.63 -1.73 1.73 18.54 11.10 2.40 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.048 0.44 -3.88 3.88 18.54 11.10 2.55 1.00 1.18 40.69 24.37 Ds9n. L = 7.00ft 4 0.446 0.049 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1·1:i6 o'l°493 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,1 1 ·•.; . . • • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 0.96 -3.93 3.93 18.54 11.10 2.25 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.026 0.98 -1.70 1.70 18.54 11.10 2.45 1.00 0.63 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.026 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.63 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn . L = 7.00 ft 2 0.354 0.046 1.51 -3.93 3.93 18.54 11.10 2.28 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.042 1.53 -3.88 3.88 18.54 11.10 2.34 1.00 1.02 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00ft 2 0.354 0.046 0.69 -3.93 3.93 18.54 11.10 2.14 1.00 1.12 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.037 0.85 -1.68 1.68 18.54 11.10 2.16 1.00 0.90 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.037 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 1.24 -3.93 3.93 18.54 11.10 2.27 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.053 1.26 -3.87 3.87 18.54 11.10 2.61 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.053 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.30 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.050 0.70 -3.93 3.93 18.54 11.10 2.48 1.00 1.22 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.71 -1.70 1.70 18.54 11.10 2.64 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.59 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L+0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.053 1.25 -3.93 3.93 18.54 11.10 2.51 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.040 1.26 -3.89 3.89 18.54 11.10 2.33 1.00 0.99 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00ft 2 0.354 0.049 0.43 -3.93 3.93 18.54 11.10 2.47 1.00 1.19 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.035 0.63 -1.69 1.69 18.54 11.10 2.40 1.00 0.86 40.69 2437 Dsgn. L = 7.00ft 4 0.196 0.036 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.87 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L +0.450W+H, LL Corr Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.052 0.98 -3.93 3.93 18.54 11.10 2.50 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.052 0.98 -3.87 3.87 18.54 11.10 2.59 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.052 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.26 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.026 0.98 -1.73 1.73 18.54 11.10 2.51 1.00 0.63 40.69 24.37 Dsgn. L = 7.00ft 3 0.350 0.039 0.98 -3.89 3.89 18.54 11.10 2.31 1.00 0.95 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.021 0.16 -1.73 1.73 18.54 11.10 2.46 1.00 0.52 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.034 0.42 -1.69 1.69 18.54 11.10 2.70 1.00 0.82 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.034 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.83 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.024 0.70 -1.73 1.73 18.54 11.10 2.53 1.00 0.59 40.69 24.37 Dsgn. L = 7.00ft 3 0.349 0.050 0.71 -3.88 3.88 18.54 11.10 2.57 1.00 1.22 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.050 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.22 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0·4i7 of493 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201 -3072 Project ID: 21 164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1 .11 ••.; DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.156 0.034 0.42 -1.73 1.73 18.54 1110 2.69 1.00 0.83 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.021 0.17 -1.70 1.70 18.54 11.10 2.55 1.00 0.51 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.021 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 052 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.037 0.85 -1.73 1.73 18.54 11.10 2.17 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.037 0.72 -3.89 3.89 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. 750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.032 0.22 -1.73 1.73 18.54 11.10 3.00 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.032 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.78 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.036 0.63 -1.73 1.73 18.54 11.10 2.40 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.048 0.44 -3.88 3.88 18.54 11.10 2.55 1.00 1.18 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.049 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.19 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 0.96 -3.93 3.93 18.54 11.10 2.25 1.00 1.12 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.026 0.98 -1.70 1.70 18.54 11.10 2.45 1.00 0.63 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.026 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.63 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 1.51 -3.93 3.93 18.54 11.10 2.28 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.042 1.53 -3.88 3.88 18.54 11.10 2.34 1.00 1.02 40.69 24.37 Dsgn. L = 7.00ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. 750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 0.69 -3.93 3.93 18.54 11.10 2.14 1.00 1.12 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.037 0.85 -1.68 1.68 18.54 11.10 2.16 1.00 0.90 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.037 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.046 1.24 -3.93 3.93 18.54 11.10 2.27 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.053 1.26 -3.87 3.87 18.54 11.10 2.61 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.053 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.30 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0,01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.050 0.70 -3.93 3.93 18.54 11.10 2.48 1.00 1.22 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.71 -1.70 1.70 18.54 11.10 2.64 1.00 0.59 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.59 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. 750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.053 1.25 -3.93 3.93 18.54 11.10 2.51 1.00 1.30 40.69 24.37 Dsgn. L = 7.00 ft 3 0.350 0.040 1.26 -3.89 3.89 18.54 11.10 2.33 1.00 0.99 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.046 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.049 0.43 -3.93 3.93 18.54 11.10 2.47 1.00 1.19 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.035 0.63 -1.69 1.69 18.54 11.10 2.40 1.00 0.86 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.036 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.87 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750Lr+0.750L-0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.439 0.046 -3.88 3.88 14.76 8.84 1.00 1.00 1.12 40.69 24.37 Dsgn. L = 7.00 ft 2 0.354 0.052 0.98 -3.93 3.93 18.54 11.10 2.50 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 3 0.349 0.052 0.98 -3.87 3.87 18.54 11.10 2.59 1.00 1.26 40.69 24.37 Dsgn. L = 7.00 ft 4 0.446 0.052 -0.00 -3.93 3.93 14.72 8.82 1.00 1.00 1.218 010493 24.37 ij£ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Steel Beam esI ence.ec Software copyright ENER AL IN . 1983-2020, Build:12.20.8.24 ······.: . DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.025 0.79 -1.73 1.73 18.54 11.10 2.54 1.00 0.61 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.033 0.80 -3.16 3.16 18.54 11.10 2.36 1.00 0.81 40.69 24.37 Dsgn. L = 7 00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +O. 750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.022 0.25 -1.73 1.73 18.54 11.10 2.47 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.030 0.36 -1.69 1.69 18.54 11.10 2.84 1.00 0.73 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.030 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.74 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.61 -1.73 1.73 18.54 11.10 2.52 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.041 0.62 -3.15 3.15 18.54 11.10 2.57 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.041 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.00 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.030 0.36 -1.73 1.73 18.54 11.10 2.85 1.00 0.74 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.022 0.26 -1.70 1.70 18.54 11.10 2.56 1.00 0.53 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.53 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 700ft 2 0.156 0.032 0.67 -1.73 1.73 18.54 11.10 2.44 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.032 0.62 -3.16 3.16 18.54 11.10 2.34 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +O. 750S+0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.029 0.22 -1.73 1.73 18.54 11.10 2.92 1.00 0.71 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.029 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +O. 750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.031 0.52 -1.73 1.73 18.54 11.10 2.63 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.040 0.44 -3.15 3.15 18.54 11.10 2.56 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.040 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.98 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +O. 750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.78 -3.20 3.20 18.54 11.10 2.29 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.025 0.80 -1.70 1.70 18.54 11.10 2.65 1.00 0.60 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.025 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.61 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 1.15 -3.20 3.20 18.54 11.10 2.32 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.036 1.17 -3.16 3.16 18.54 11.10 2.38 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.037 0.60 -3.20 3.20 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.032 0.67 -1.69 1.69 18.54 11.10 2.41 1.00 0.79 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.97 -3.20 3.20 18.54 11.10 2.30 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.043 0.98 -3.15 3.15 18.54 11.10 2.61 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.043 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +O. 750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0919 o'\°49.3 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201-3072 Project ID: 21 164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 ,.,,··.: I • I • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.288 0.041 0.61 -3.20 3.20 18.54 11.10 2.48 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.62 -1.70 1.70 18.54 11.10 2.62 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.58 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.043 0.98 -3.20 3.20 18.54 11.10 2.51 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.034 0.98 -3.16 3.16 18.54 11.10 2.37 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.450W+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.040 0.43 -3.20 3.20 18.54 11.10 2.47 1.00 0.98 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.031 0.52 -1.69 1.69 18.54 11.10 2.61 1.00 0.76 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S+0.450W+H, LL Com Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.042 0.79 -3.20 3.20 18.54 11.10 2.50 1.00 1.03 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.042 0.80 -3.15 3.15 18.54 11.10 2.59 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.042 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.03 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. ?SOL +0.750S-0.4S0W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.025 0.79 -1.73 1.73 18.54 11.10 2.54 1.00 0.61 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.033 0.80 -3.16 3.16 18.54 11.10 2.36 1.00 0.81 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+Q. ?SOL +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.022 0.25 -1.73 1.73 18.54 11.10 2.47 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.030 0.36 -1.69 1.69 18.54 11.10 2.84 1.00 0.73 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.030 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.74 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.61 -1.73 1.73 18.54 11.10 2.52 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.041 0.62 -3.15 3.15 18.54 11.10 2.57 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.041 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.00 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. ?SOL +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.030 0.36 -1.73 1.73 18.54 11.10 2.85 1.00 0.74 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.022 0.26 -1.70 1.70 18.54 11.10 2.56 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.53 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.032 0.67 -1.73 1.73 18.54 11.10 2.44 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.032 0.62 -3.16 3.16 18.54 11.10 2.34 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. ?SOL +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.22 -1.73 1.73 18.54 11.10 2.92 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.029 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.031 0.52 -1.73 1.73 18.54 11.10 2.63 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.040 0.44 -3.15 3.15 18.54 11.10 2.56 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.040 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.98 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.450W+H, LL Cami Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.78 -3.20 3.20 18.54 11.10 2.29 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.025 0.80 -1.70 1.70 18.54 11.10 2.65 1.00 0.60 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.025 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0·61o o'¥Ws 2437 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sci.com Printed: 29 OCT 2021, 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC, 198:l-2020, Build:12.20.8.24 ·····•,; I ' I • . DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 1.15 -3.20 3.20 18.54 11.10 2.32 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.036 1.17 -3.16 3.16 18.54 11.10 2.38 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40,69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11,10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.60 -3.20 3.20 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.032 0.67 -1.69 1.69 18.54 11.10 2.41 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0,05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. ?SOL +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 2 0.288 0.037 0.97 -3.20 3.20 18.54 11.10 2.30 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.043 0.98 -3.15 3.15 18.54 11.10 2.61 1.00 1.05 40.69 24.37 Dsgn. L = 7.00ft 4 0.363 0.043 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.041 0.61 -3.20 3.20 18.54 11.10 2.48 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.62 -1.70 1.70 18.54 11.10 2.62 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.58 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.043 0.98 -3.20 3.20 18.54 11.10 2.51 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.034 0.98 -3.16 3.16 18.54 11.10 2.37 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14,72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.040 0.43 -3.20 3.20 18.54 11.10 2.47 1.00 0.98 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.031 0.52 -1.69 1.69 18.54 11.10 2.61 1.00 0.76 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0,00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.450W..+j, LL Coml Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.042 0.79 -3.20 3.20 18.54 11.10 2.50 1.00 1.03 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.042 0.80 -3.15 3.15 18.54 11.10 2.59 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.042 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.03 40,69 24.37 Dsgn. L = 0.05 ft 4 0,000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +0.60D+0.60W+0.60H Dsgn. L = 6.95 ft 1 0.116 0.012 -1.02 1.02 14.76 8.84 1.00 1.00 0.29 40.69 24.37 Dsgn. L = 7.00 ft 2 0.093 0.014 026 -1 .04 1.04 18.54 11.10 2.50 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 3 0.092 0.014 0.26 -1.02 1.02 18.54 11.10 2.59 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 4 0.118 0.014 -0.00 -1.04 1.04 14.72 8.82 1.00 1.00 0.33 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +0.60D-0.60W+0.60H Dsgn. L = 6.95 ft 1 0.116 0.012 -1.02 1.02 14.76 8.84 1.00 1.00 0.29 40.69 24.37 Dsgn. L = 7.00 ft 2 0.093 0.014 0.26 -1.04 1.04 18,54 11.10 2.50 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 3 0.092 0.014 0.26 -1.02 1.02 18.54 11.10 2.59 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 4 0.118 0.014 -0.00 -1.04 1.04 14.72 8.82 1.00 1.00 0.33 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. 70E+0.60H Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.023 0.43 -1.73 1.73 18,54 11.10 2.50 1.00 0.56 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D-0. 70E+0.60H Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.023 0.43 -1.73 1.73 18.54 11.10 2.50 1.00 0.56 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.023 0.43 -1.70 1.70 18.54 11.10 2.59 1.00 0.55 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.023 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.56 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. ?SOL +0.750S+0.5250E..+j, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0,1 o'l°493 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office: (858 201 -3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sci.com Printed: 29 OCT 2021 , 1 :45PM Steel Beam Ie: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1.1 1·•,; I ' I • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.156 0.025 0.79 -1.73 1.73 18.54 11.10 2.54 1.00 0.61 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.033 0.80 -3.16 3.16 18.54 11.10 2.36 1.00 0.81 40.69 24.37 Dsgn. L = 7.00ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S+Q.5250E-+H, LL Con Dsgn. L = 6.95ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.022 0.25 -1.73 1.73 18.54 11.10 2.47 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.030 0.36 -1.69 1.69 18.54 11.10 2.84 1.00 0.73 40.69 24.37 Dsgn. L = 7 00 ft 4 0.196 0.030 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.74 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.61 -1.73 1.73 18.54 11.10 2.52 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.041 0.62 -3.15 3.15 18.54 11.10 2.57 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.041 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.00 40.69 24.37 Dsgn. L = 005 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.030 0.36 -1.73 1.73 18.54 11.10 2.85 1.00 0.74 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.022 0.26 -1.70 1.70 18.54 11.10 2.56 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.53 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.032 0.67 -1.73 1.73 18.54 11.10 2.44 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.032 0.62 -3.16 3.16 18.54 11.10 2.34 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.22 -1.73 1.73 18.54 11.10 2.92 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.029 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+Q.750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.031 0.52 -1.73 1.73 18.54 11.10 2.63 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.040 0.44 -3.15 3.15 18.54 11.10 2.56 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.040 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.98 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.78 -3.20 3.20 18.54 11.10 2.29 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.025 0.80 -1.70 1.70 18.54 11.10 2.65 1.00 0.60 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.025 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.61 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O 750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 100 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 1.15 -3.20 3.20 18.54 11.10 2.32 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.036 1.17 -3.16 3.16 18.54 11.10 2.38 1.00 0.87 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.60 -320 3.20 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.152 0.032 0.67 -1.69 1.69 18.54 11.10 2.41 1.00 0.79 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+O. 750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.97 -3.20 3.20 18.54 11.10 2.30 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.043 0.98 -3.15 3.15 18.54 11.10 2.61 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.043 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.5250E-+H, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.041 0.61 -3.20 3.20 18.54 11.10 2.48 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.62 -1.70 1.70 18.54 11.10 2.62 1.00 0.58 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0·~2 o'l°493 24.37 @ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201-3072 Project ID: 21164 Cell (858 336-9902 Project Descr: david@dtengsd.com www.dten sci.com Printed: 29 OCT 2021, 1 :45PM esI ence.ec Software copyright . 1983-2020, Build:12.20.8.24 - DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.5250E-+tl, LL Con Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.043 0.98 -3.20 3.20 18.54 11.10 2.51 1.00 1.05 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0.034 0.98 -3.16 3.16 18.54 11.10 2.37 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S+0.5250E-+tl, LL Con Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.040 0.43 -3.20 3.20 18.54 11.10 2.47 1.00 0.98 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.031 0.52 -1.69 1.69 18.54 11.10 2.61 1.00 0.76 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S+0.5250E-+tl, LL Con Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.042 0.79 -3.20 3.20 18.54 11.10 2.50 1.00 1.03 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.042 0.80 -3.15 3.15 18.54 11.10 2.59 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.042 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.03 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.5250E-+tl, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.025 0.79 -1.73 1.73 18.54 11.10 2.54 1.00 0.61 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.033 0.80 -3.16 3.16 18.54 11.10 2.36 1.00 0.81 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.022 0.25 -1.73 1.73 18.54 11.10 2.47 1.00 0.53 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.030 0.36 -1.69 1.69 18.54 11.10 2.84 1.00 0.73 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.030 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.74 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.024 0.61 -1.73 1.73 18.54 11.10 2.52 1.00 0.58 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.041 0.62 -3.15 3.15 18.54 11.10 2.57 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.041 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.00 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.030 0.36 -1.73 1.73 18.54 11.10 2.85 1.00 0.74 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.022 0.26 -1.70 1.70 18.54 11.10 2.56 1.00 0.53 40.69 24.37 Dsgn. L = 7 00 ft 4 0.196 0.022 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.53 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.032 0.67 -1.73 1.73 18.54 11.10 2.44 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 3 0.285 0.032 0.62 -3.16 3.16 18.54 11.10 2.34 1.00 0.79 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 882 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00 ft 2 0.156 0.029 0.22 .1.73 1.73 18.54 11.10 2.92 1.00 0.71 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.029 0.22 -1.69 1.69 18.54 11.10 3.00 1.00 0.71 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.029 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.71 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.193 0.020 -1.70 1.70 14.76 8.84 1.00 1.00 0.49 40.69 24.37 Dsgn. L = 7.00ft 2 0.156 0.031 0.52 -1.73 1.73 18.54 11.10 2.63 1.00 0.77 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.040 0.44 -3.15 3.15 18.54 11.10 2.56 1.00 0.97 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.040 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.98 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L +0.750S-0.5250E+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.78 -3.20 3.20 18.54 11.10 2.29 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.153 0.025 0.80 -1.70 1.70 18.54 11.10 2.65 1.00 0.60 40.69 24.37 Dsgn. L = 700ft 4 0.196 0.025 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.61 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0. 750S-0.5250E+H, LL Com Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0·923 o'l°4~ 24.37 ~ DAVID THOMAS ENGINEERING Project Title: Reichel Residence Structural Engineering Services Engineer: David Thomas, SE Office (858 201-3072 Project ID: 21164 Cell: (858 336-9902 Project Descr: david@dtengsd.com www.dten sd.com Printed: 29 OCT 2021, 1 :45PM Steel Beam ,e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1,11··.: I ' I • DESCRIPTION: RB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 7.00 ft 2 0.288 0.037 1.15 -3.20 3.20 18.54 11.10 2.32 1.00 0.91 40.69 24.37 Dsgn. L = 7.00ft 3 0.284 0036 1.17 -3.16 3.16 18.54 11.10 2.38 1.00 0.87 40.69 24.37 Dsgn. L = 7.00ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S-0.5250E-+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.60 -3.20 3.20 18.54 11.10 2.25 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.032 0.67 -1.69 1.69 18.54 11.10 2.41 1.00 0.79 40.69 24.37 Dsgn. L = 700 ft 4 0.196 0.032 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.79 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -000 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L+0.750S-0.5250E-+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.037 0.97 -3.20 3.20 18.54 11.10 2.30 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.043 0.98 -3.15 3.15 18.54 11.10 2.61 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.043 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.05 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+O. 750L +0. 750S-0.5250E-+H, LL Com Dsgn. L = 6.95ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.041 0.61 -3.20 3.20 18.54 11.10 2.48 1.00 1.00 40.69 24.37 Dsgn. L = 7.00 ft 3 0.153 0.024 0.62 -1.70 1.70 18.54 11.10 2.62 1.00 0.58 40.69 24.37 Dsgn. L = 7.00ft 4 0.196 0.024 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.58 4069 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +O. 750S-0.5250E-+H, LL Com Dsgn. L = 695ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.043 0.98 -3.20 3.20 18.54 11.10 2.51 1.00 1.05 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.034 0.98 -3.16 3.16 18.54 11.10 2.37 1.00 0.84 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.037 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +D+0.750L+0.750S-0.5250E-+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.040 0.43 -3.20 3.20 18.54 11.10 2.47 1.00 0.98 40.69 24.37 Dsgn. L = 7.00 ft 3 0.152 0.031 0.52 -1.69 1.69 18.54 11.10 2.61 1.00 0.76 40.69 24.37 Dsgn. L = 7.00 ft 4 0.196 0.031 -0.00 -1.73 1.73 14.72 8.82 1.00 1.00 0.77 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +D+0.750L +0.750S-0.5250E-+H, LL Com Dsgn. L = 6.95 ft 1 0.357 0.037 -3.15 3.15 14.76 8.84 1.00 1.00 0.91 40.69 24.37 Dsgn. L = 7.00 ft 2 0.288 0.042 0.79 -3.20 320 18.54 11.10 2.50 1.00 1.03 40.69 24.37 Dsgn. L = 7.00 ft 3 0.284 0.042 0.80 -3.15 3.15 18.54 11.10 2.59 1.00 1.02 40.69 24.37 Dsgn. L = 7.00 ft 4 0.363 0.042 -0.00 -3.20 3.20 14.72 8.82 1.00 1.00 1.03 40.69 24.37 Dsgn. L = 0.05 ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.01 40.69 24.37 +0.600+0.70E-+H Dsgn. L = 6.95 ft 1 0.116 0.012 -1.02 1.02 14.76 8.84 1.00 1.00 0.29 40.69 24.37 Dsgn. L = 7.00 ft 2 0.093 0.014 0.26 -1.04 1.04 18.54 11.10 2.50 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 3 0.092 0.014 0.26 -1.02 1.02 18.54 11.10 2.59 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 4 0.118 0.014 -0.00 -1.04 1.04 14.72 8.82 1.00 1.00 0.33 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 +0.600-0.?0E-+H Dsgn. L = 6.95 ft 1 0.116 0.012 -1.02 1.02 14.76 8.84 1.00 1.00 0.29 40.69 24.37 Dsgn. L = 7.00ft 2 0.093 0.014 0.26 -1.04 1.04 18.54 11.10 2.50 1.00 0.33 40.69 24.37 Dsgn. L = 7.00ft 3 0.092 0.014 0.26 -1.02 1.02 18.54 11.10 2.59 1.00 0.33 40.69 24.37 Dsgn. L = 7.00 ft 4 0.1 18 0.014 -0.00 -1.04 1.04 14.72 8.82 1.00 1.00 0.33 40.69 24.37 Dsgn. L = 0.05ft 4 0.000 0.000 -0.00 0.00 18.54 11.10 1.00 1.00 0.00 40.69 24.37 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span Load Combination Max.·+· Defl Location in Span +D+0.750Lr+0.750L-0.450W-+H 1 0.3937 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750Lr+0.750L-0.450W-+H -0.0335 2.613 +D+0.750Lr+0.750L-0.450W-+H 3 0.0004 0047 +D+0.750Lr+0.750L-0.450W-+H -0.0330 4.433 +D+0.750Lr+0.750L-0.450W-+H 4 0.3921 7.000 0.0000 4.433 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support3 Support4 Support5 Overall MAXimum 2.427 -1.068 2.427 Overall MINimum 0.017 0.017 0.017 +D-+H 1.049 -0.123 1.049 +D-+l-+H, LL Comb Run ("'L) 1.119 -0.543 1.959 +D-+l-+H, LL Comb Run ("L') 1.014 0.227 1.294 +D-+l-+H, LL Comb Run ("LL) 1.084 -0.193 2.204 24 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com Steel Beam 1,11'',: DESCRIPTION: RB-4 Vertical Reactions Load Combination Support 1 +D-+l.. +H, LL Comb Run (•L ") +D-+l.. +H, LL Comb Run (•L 'L) +D-+l.. +H, LL Comb Run {'LL') +D-+l.. +H, LL Comb Run ('LLL) ..04. +H, LL Comb Run (L '") +D-+l.. +H, LL Comb Run (L "L) +D-+l.. +H, LL Comb Run (L 'L ') +D-+l.. +H, LL Comb Run (L 'LL) +D-+l.. +H, LL Comb Run (LL") +D-+l.. +H, LL Comb Run (LL 'L) +D-+l.. +H, LL Comb Run (LLL ') +D-+l.. +H, LL Comb Run (LLLL) +D-+l..r+H, LL Comb Run ("'L) +D-+l..r+H, LL Comb Run ("L ') +D-+l..r+H, LL Comb Run ("LL) +D-+l..r+H, LL Comb Run ('L ") +D-+l..r+H, LL Comb Run (•L'L) +D-+l..r+H, LL Comb Run {'LL') +D-+l..r+H, LL Comb Run ('LLL) +D-+l..r+H, LL Comb Run (L '") +D-+l..r+H, LL Comb Run (L "L) +D-+l..r+H, LL Comb Run (L 'L ') +D-+l..r+H, LL Comb Run (L 'LL) +D-+l..r+H, LL Comb Run (LL") +D-+l..r+H, LL Comb Run (LL'L) +D-+l..r+H, LL Comb Run (LLL ') +D-+l..r+H, LL Comb Run (LLLL) +D+S+H +D..0.750Lr..0.750L +H, LL Comb Run(' +D..0.750Lr..0.750L +H, LL Comb Run(' +D..0.750Lr..0.750L +H, LL Comb Run(' +D..0.750Lr..0.750L+H, LL Comb Run(* +D..0.750Lr..0.750L+H, LL Comb Run(' +D..0.750Lr-t{).750L+l1, LL Comb Run(' +D..0.750Lr-t{).750L+l1, LL Comb Run(' +D..0.750Lr..0.750L +H, LL Comb Run (L +D-t{). 750Lr..0.750L +H, LL Comb Run (L +D-t{).750Lr-t{).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 +0-t{).750Lr..0.750L +H, LL Comb Run (L -+O-t0.750Lr-t{).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{" +D..0.750L-t{).750S+H, LL Comb Run{" +D..0.750L-t{).750S+H, LL Comb Run {" +D-t{).750L ..0.750S+H, LL Comb Run ('l +D..O. 750L-t{).750S+H, LL Comb Run ('l -+0..0.750L..0.750S+H, LL Comb Run ('l +D-t{). 750L -t{).750S+H, LL Comb Run ('l +D-t{).750L..0.750S+l1, LL Comb Run (L' +D..0.750L..0.750S+l1, LL Comb Run (L' +D..0.750L..0.750S+l1, LL Comb Run (L' +0-t{). 750L ..O. 750S+l1, LL Comb Run (L' +D..0.750L-t{).750S+l1, LL Comb Run (LI +D..0.750L..0.750S+l1, LL Comb Run (LI +D..0.750L-t{).750S+l1, LL Comb Run (LI +Q-t{) 750L-t{) 750S+11, LL Comb Run (LI +0..0.60W+H +0-0.60W+H +O-t{).750Lr-t{).750L-t{).450W+H, LL Corr +0..0.750Lr..0.750L -t{).450W+H, LL Corr +0..0.750Lr..0.750L-t{).450W+H, LL Corr +Q-t{). 750Lr-t{).750L -t{).450W+H, LL Corr Support 2 1.294 1.364 1.259 1.329 1.959 2.029 1.924 1.994 2.204 2.274 2.169 2.239 1.084 1.031 1.066 1.171 1.206 1.154 1.189 1.504 1.539 1.486 1.521 1.626 1.661 1.609 1.644 1.049 1.127 1.009 1.088 1.324 1.403 1.285 1.364 2.072 2.151 2.033 2.112 2.348 2.427 2.309 2.387 1.101 1.022 1.075 1.232 1.285 1.206 1.259 1.731 1.784 1.705 1.757 1.915 1.967 1.889 1.941 1.049 1.049 1.127 1.009 1.088 1.324 Support3 0.227 -0.193 0.577 0.157 -0.543 -0.963 -0.193 -0.613 -0.193 -0.613 0.157 -0.263 -0.333 0.052 -0.158 0.052 -0.158 0.227 0.017 -0.333 -0.543 -0.158 -0.368 -0.158 -0.368 0.017 -0.193 -0.123 -0.596 0.270 -0.202 0.270 -0.202 0.664 0.192 -0.596 -1.068 -0.202 -0.675 -0.202 -0.675 0.192 -0.281 -0.438 0.139 -0.176 0.139 -0.176 0.402 0.087 -0.438 -0.753 -0.176 -0.491 -0.176 -0.491 0.087 -0.228 -0.123 -0.123 -0.596 0.270 -0.202 0.270 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Support notation : Far left is #1 Support 4 Support 5 1.014 1.924 1.259 2.169 1.119 2.029 1.364 2.274 1.084 1.994 1.329 2.239 1.504 1.171 1.626 1.031 1.486 1.154 1.609 1.084 1.539 1.206 1.661 1.066 1.521 1.189 1.644 1.049 2.072 1.324 2.348 1.009 2033 1.285 2.309 1.127 2.151 1.403 2.427 1.088 2.112 1.364 2.387 1.731 1.232 1.915 1.022 1.705 1.206 1.889 1.101 1.784 1.285 1.967 1.075 1.757 1.259 1.941 1.049 1.049 2.072 1.324 2.348 1.009 Printed: 29 OCT 2021 , 1 :45PM , e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I • • Values in KIPS 25 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com Steel Beam ······,: DESCRIPTION: RB-4 Vertical Reactions Load Combination Support 1 +0+0.750Lr:.0.7SOL +0.4SOW-+H, LL COIT +0+0 750Lr+0.750L+0.450W+H, LL COIT +0+0. 750Lr+0.750L +0.450W-+H, LL COIT +0+0.750Lr+0.750L+0.450W+H, LL COIT +0+0.750Lr+0.750L+0.450W+H, LL COIT +0-+0. 750Lr+0.750L +0.450W+H, LL COIT +0+0.750Lr+0.750L +0.450W+H, LL COIT +O+O. 750Lr+0.750L +0.450W+H, LL COIT +0+0.750Lr+0.750L+0.450W+H, LL COIT +0+0.750Lr+0.750L +0.450W+H, LL COIT +0-+0.750Lr+0.750L +0.450W+H, LL COIT +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +O+O. 750Lr+0.750L-0.450W-+H, LL Com +O+O. 750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr-+0.750L-0.450W+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +O+O. 750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0-+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750Lr+0.750L-0.450W-+H, LL Com +0+0.750L +0.750S+0.450W+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L-+0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W+H, LL Com +0+0.750L +0.750S+0.4SOW-+H, LL Com +0+0.750L+0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +0+0.750L +0.750S+0.450W+H, LL Com +0-+0.750L +0.750S+0.450W+H, LL Com +0+0.750L +0.750S+0.450W-+H, LL Com +O-t-0.750L-t-0.750S-0.450W+H, LL Cami +0+0.750L +0.750S-0.450W+H, LL Cami +0-+0.750L +0.750S-0.450W+H, LL Cami +0+0.750L+0.750S-0.450W+H, LL Cami +0-+0.750L+0.750S-0.450W-+H, LL Cami +0+0.750L +0.750S-0.450W-+H, LL Cami +0+0.750L +O. 750S-0.450W+H, LL Com I +0+0.750L+0.750S-0.450W-+H, LL Cami +0+0.750L+0.750S-0.450W+H, LL Cami +0+0.750L +0.750S-0.450W+H, LL Cami +0+0.750L +0.750S-0.450W-+H, LL Cami +0+0.750L +0.750S-0.450W+H, LL Cami +0+0.750L +0.750S-0.450W+H, LL Cami +0+0.750L-+0.750S-0.450W-+H, LL Cami +0-+0.750L +0.750S-0.450W-+H, LL Cami +0.60D+0.60W+0.60H +0.60D-0.60W+0.60H +0-+0. 70E-+0.60H +0-0.70E-t-0.60H +0+0.750L +0.750S+0.5250E+H, LL Coll +0+0.750L +0.750S+0.5250E+H, LL Con +O+O. ?SOL +0.750S+0.5250E+H, LL Con +O+O. ?SOL +0.750S+0.5250E+H, LL Con Support2 1.403 1.285 1.364 2.072 2.151 2.033 2112 2.348 2.427 2.309 2.387 1.127 1.009 1.088 1.324 1.403 1.285 1.364 2.072 2.151 2.033 2.112 2.348 2.427 2.309 2.387 1.101 1.022 1.075 1.232 1.285 1.206 1.259 1.731 1.784 1.705 1.757 1.915 1.967 1.889 1.941 1.101 1.022 1.075 1.232 1.285 1.206 1.259 1.731 1.784 1.705 1.757 1.915 1.967 1.889 1.941 0.629 0.629 1.049 1.049 1.101 1.022 1.075 1.232 Support 3 -0.202 0.664 0.192 -0.596 -1.068 -0.202 -0.675 -0.202 -0.675 0.192 -0.281 -0.596 0.270 -0.202 0.270 -0.202 0.664 0.192 -0.596 -1.068 -0.202 -0.675 -0.202 -0.675 0.192 -0.281 -0.438 0.139 -0.176 0.139 -0.176 0.402 0.087 -0.438 -0.753 -0.176 -0.491 -0.176 -0.491 0.087 -0.228 -0.438 0.139 -0.176 0.139 -0.176 0.402 0.087 -0.438 -0.753 -0.176 -0.491 -0.176 -0.491 0.087 -0.228 -0.074 -0.074 -0.123 -0.123 -0.438 0.139 -0.176 0.139 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Support notation : Far left is #1 Support4 Support 5 2.033 1.285 2.309 1.127 2.151 1.403 2.427 1.088 2.112 1.364 2.387 2.072 1.324 2.348 1.009 2.033 1.285 2.309 1.127 2.151 1.403 2.427 1.088 2.112 1.364 2.387 1.731 1.232 1.915 1.022 1.705 1.206 1.889 1.101 1.784 1.285 1.967 1.075 1.757 1.259 1.941 1.731 1.232 1.915 1.022 1.705 1.206 1.889 1.101 1.784 1.285 1.967 1.075 1.757 1.259 1.941 0.629 0.629 1.049 1.049 1.731 1.232 1.915 1.022 Printed: 29 OCT 2021, 1 :45PM 1 e: e1c e es1 ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I e • Values in KIPS 26 of 43 ~ DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Steel Beam ······.: Cell: (858 336-9902 david@dtengsd.com www.dten sd.com DESCRIPTION: RB-4 Vertical Reactions Load Combination Support 1 -+0-+-0. ?SOL +0.750S-+-0.5250E+H, LL Con -+0-+-0. 750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0. 750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-O 5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0. 750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-+-0.5250E+H, LL Con -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0 750L-+-0.750S-0.5250E+H, LL Com -+0-+-0 750L-+-O 750S-0.5250E+H, LL Com -+0-+-0. 750L-+-0.750S-0.5250E+H, LL Com -+0-+-0. 750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+0-+-0. 750L-+-0.750S-0.5250E+H, LL Com -+0-+-0. 750L-+-O. 750S-0.5250E+H, LL Com -+0-+-0.750L-+-0.750S-0.5250E+H, LL Com -+-0.60D+0.?0E+H -+-0.60D-0.?0E+H DOnly 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) Lr Only, LL Comb Run (L **') Lr Only, LL Comb Run (L **L) Lr Only, LL Comb Run (L *L ') Lr Only, LL Comb Run (L *LL) Lr Only, LL Comb Run (LL**) Lr Only, LL Comb Run (LL *L) Lr Only, LL Comb Run (LLL ') Lr Only, LL Comb Run (LLLL) L Only, LL Comb Run (**'L) L Only, LL Comb Run (**L ') L Only, LL Comb Run (**LL) L Only, LL Comb Run ('L **) L Only, LL Comb Run ('L *L) L Only, LL Comb Run (*LL') L Only, LL Comb Run ('LLL) L Only, LL Comb Run (L **') L Only, LL Comb Run (L **L) L Only, LL Comb Run (L 'L *) L Only, LL Comb Run (L 'LL) L Only, LL Comb Run (LL**) L Only, LL Comb Run (LL 'L) L Only, LL Comb Run (LLL *) L Only, LL Comb Run (LLLL) H Only Support 2 1.285 1.206 1.259 1.731 1.784 1.705 1.757 1.915 1.967 1.889 1.941 1.101 1.022 1075 1.232 1285 1.206 1.259 1.731 1.784 1.705 1.757 1.915 1.967 1.889 1.941 0.629 0.629 1.049 0.D35 -0.017 0.017 0.123 0.157 0.105 0.140 0.455 0.490 0.437 0.472 0.577 0.612 0.560 0.595 0.070 -0.035 O.D35 0.245 0.315 0.210 0.280 0.910 0.980 0.875 0.945 1.155 1.225 1.120 1.190 Support 3 -0.176 0.402 0.087 -0.438 -0.753 -0.176 -0.491 -0.176 -0.491 0.087 -0.228 -0.438 0.139 -0.176 0.139 -0.176 0.402 0.087 -0.438 -0.753 -0.176 -0.491 -0.176 -0.491 0.087 -0.228 -0.074 -0.074 -0.123 -0.210 0.175 -0.035 0.175 -0.035 0.350 0.140 -0.210 -0.420 -0.035 -0.245 -0.035 -0.245 0.140 -0.070 -0.420 0.350 -0.070 0.350 -0.070 0.700 0.280 -0.420 -0.840 -0.070 -0.490 -0.070 -0.490 0.280 -0.140 Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Support notation : Far left is #1 Support 4 Support 5 1.705 1.206 1.889 1.101 1.784 1.285 1.967 1.075 1.757 1.259 1.941 1.731 1.232 1.915 1022 1.705 1.206 1.889 1.101 1.784 1.285 1.967 1.075 1.757 1.259 1.941 0.629 0.629 1.049 0.455 0.123 0.577 -0.017 0.437 0.105 0.560 0.035 0.490 0.157 0.612 0 017 0.472 0.140 0.595 0.910 0.245 1.155 -0.035 0.875 0.210 1.120 0.070 0.980 0.315 1.225 0.035 0.945 0.280 1.190 Printed: 29 OCT 2021 , 1 :45PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I e • Values in KIPS 27 of 43 Job Reichel Residence 21008 Calculated by _--L-S_ Date ____ _ David Thomas Engineering LATERAL DESIGN (Sheet 1) Wind Design Method Used c Main Wind-Force Resisting System (MWFRS) -Envelope Method -Part 2 Maximum Building Height (z) c~O feet Design Wind Speed c 90 mph (per ASCE-7, Figure 26.5-lA) Exposure Category c B (per ASCE-7, 6.5.6.3) Importance Factor (I) c 1.00 (per ASCE-7, Table 1.5-2) K" c 1.00 [per ASCE-7, 26.8.2] Jc c 1.00 [per ASCE-7, Figure 28.5-1) Ps,o c 17.80 psf [per ASCE-7, Figure 28.5-1) 0.6 x Ps cl 10.68!psf Ps c Jc x K" x 1'530 [per ASCE-7, 28.5.3, Equation 28.5-1) [reduced for ASD load combos) Adjust Factor A Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 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 c 2 (per ASCE-7, Table 1-1) (Residential c 2.0) 6.5 R c (per ASCE-7, Table 12.2-1) [Wood Shearwalls c 6.5) 1.00 I c (per ASCE-7, Table 11.5-1 J (Residential c 1.0) ll Site Class c [per ASCE-7, 11.4.2) (Assume Site Class c "D" w/o Soils Report] Ss c g (0.2 sec) F, c ~ Sns c 0.815 g S1 c g (1 sec) l·, c ~ S111 c 0.476 g 1.019 0.371 Seismic Design Category (SDS) c D Seismic Design Category [SDl J c D T, c 0.189 Cs c 0.125 Csrnax = 0.387 Csmin::: 0.010 Csan = 0.125 p C 1.3 V c 0.116 sec (Use the worst case seismic design category) [per ASCE-7, Equation 12.8-7) Sns/[R/1] [per ASCE-7, Equation 12.8-2) S0i/T,(R/l (per ASCE-7, Equation 12.8-3) C5,,,1, > 0.01 or O.SSi/(R/1) [per ASCE-7, Eq. 12.8-5 / 12.8-6) Assumed [Csac,'p)'W,/1.4 (ASD) Factor of Safety x I 1.20 I 10.110 lw, 28 of 43 Job Reichel Residence 21008 Calculated by -~L=S~ Date ____ _ David Thomas Engineering LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total Installed Roof Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? :~3~ ~:; ROOF = 7 psf = 16 psf = N Yor N ROOF LOADS Diaphragm i\rea Exterior Wall Length Interior Wall Length Roof::: 3496 sq. ft. 279 ft. 206 ft. Minimum Diaphragm Dimension TOTAL BUILDING DEAD LOAD, WT. C5( adjusted) BASE SHEAR, V LATERAL LOAD DISTRIBUTION Story Arca (A) Story Unit Shear (v,J WIND VS. SEISMIC COMPARISON Wind Pressure (P) Story Linear Forces NORTH-SOUTH NORTH-SOUTH EAST-WEST EAST-WEST Wind Seismic Wind Seismic N-S = 26 ft. = 93,544.00 0.140 = 13,072.64 3496 sq. ft. 3.74 psf 10.68 psf = ROOF 10.68 psf X 3.71 psf X 10.68 psf X = 3.74 psf X LBS. LBS. Roof Project. Height Plate Height * Alternate Ext. Wall E-W=I TOTAL= 26jft. 93544 LBS. 41ft 8 ft 6 c__ ___ _,psf See Lateral Design Loads Spreadsheet Sec Lateral Design Loads Spreadsheet 8 ft. 26 ft. 8 ft. 26 ft. 85 plf 97 plf 85 plf 97 plf SEISMIC GOVERNS SEISMIC GOVERNS 29 of 43 Job Reichel Residence 21164 Calculated by __ _,,,L~S_ Date ____ _ David Thomas Engineering Shearwall Design I S 1 Story Shearwalls N -5 Direction Unit Lateral Load, v = 3, 1 if psf Gridllne I 7 A::B) / ; )( ) Tributary Area (Tttis Level): -~\(,o~/i_:;.➔~• 3_5~~" _______________ 1~?_,_0_sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F, = --~,3"1tr'-1=.:Z~7 __ Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = FJL Shearwall Type: @ = -~7.,_I ~'1-plf 5, 5 ft. Overturning: ranel Design Width= ___ ft. OR __ Okay by Inspection Uplift= -+(.,_7.._/ t+-)1+(-"8➔+"'-----------------'2~'-;_t ..... ice.=~_ Lbs Holdown Anchor ;ype: [z) __ '_,\-\_.._,'f>"-'\.)"--"l:]'-. _' ___________ _ Gridllne \ ( e-'v \ I t / \ ( \ Tributary Area (This Level): \;l f ;L J ,;,. I 1 "' ;;2 ~ l sq. ft. Lateral Load (This Level): :-------------------------Lbs Lateral Load ( Level Above): -Lbs Total Load (All Levels), F, = (C,o ft. lf ,2 ] Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = FJL Shearwall Type: @ Overturning: Panel Design Width = ___ ft. OR / Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D ------------------ ~r~~;:~ Area ritiis Level): ~ 1/.:i-) \.? ~ .+ ( 2% )( "r J =-• . ;, 7? sq. ft. Lateral Load (This Level): (,.z ']] )( s. 7'() (6,S!.,;,,,;)('. 'l-/1,,?) Lbs Lateral Load (Level Above): ---------=,---,-,--,--,-,----,--------Lbs Total Load (All Levels), Fx = _______ Lbs Total Shearwall(s) Length, L = ______________ fl Unit Wall Shear, v = FJL Shearwall Type: Q Overturning: = _____ plf \\".;2.5, n.,::./,J-..5 Ci1NT( 5Tl · C<?L, Panel Design Width= ___ ft. OR __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: D 30 of 43 Job Reichel Residence 21164 , /D E Calculated by __ __..L.._S_ Date ____ _ = ~· David Thomas Engineering Shearwall Design I S 'I Story Shearwalls N -S Direction Unit Lateral Load, v = 3.? If psf ~:i~~;;;-A-re-a-(T~hs.is'-L-e-ve-1)-: _~{~~\/_'J.._,)-+(_'J,_l_,_)_t-_V~:2-~~1/;_, ..,)(_,lf_,)_"" _________ «_r~?_sq. ft Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), F,= __ ,,.,,1+'1,;,_Z"--"'5 __ Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = F,JL Shearwall Type: Overturning: Panel Design Width = ___ ft. OR 8<o ft ✓ Okay by Inspection Uplift= __________________________ Lbs Holdown Anchor Type: 0 ------------------- Gridline 7 J \ Tributary Area (This Level):_..,.(._<>~/~ i[J.._,_~3_5+1~-r-.~~-+"-_...,_,~----------1/ ~;)-~ sq, ft, Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = ---it,_,1""7~5~,,Z,~_ Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = FJL = Shearwall Type: @ q + 4 + 4 -t -t " iC,o ft. .:Z"f 7 plf Overturning: j[a~el Design Width= ___ ft, OR __ Okay by Inspection Uplift= p "f ( __ 8{::-,2_'37 6 Lbs Holdown Anchor Type: [I)_' .._H...,()'---"\J_,;}.~•------------- 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 = FJL Shearwall Type: 0 Overturning: = _____ plf Panel Design Width= ___ ft. OR __ Okay by Inspection Uplift= __________________________ Lbs Holdown Anchor Type: 0 ------------------- 31 of 43 Job Reichel Residence 21164 Calculated by __ ____.,L.,.S_ Date ____ _ David Thomas Engineering Shearwall Design I SI Story Shearwalls ~-"'1 Direction Unit Lateral Load, v = ~ 1 7 3/: psf Gridline ___ A___ (g 5 I 1 ( ) Tributary Area (This Level): ---\~_ .... f_~~_,__/,.__,o-'--=-----------------'~Qf'--"$'-<?-'---sq. fl. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= ___ 3+j~<t~Z~_Lbs Total Shearwall(s) Length, L = Unit Wall Shear, v = F,JL = Shearwall Type: @ ,?, 5'-/. ,;i -l cl+;;, _,, ;f, ~ ft. ~".;i__ plf Overtur:::== j ~ &J)~J~Design v\'Jdth = ___ ft. OR __ Okay by ;,~;~ion Lbs Holdown Anchor Type: ~--· ~t\~'2~~\J~~~' ___________ _ Total Shearwall(s) Length, L = Unit Wall Shear, v = F,JL Shearwall Type: 0 3:J 8 plf Total Load (All Levels), Fx= 0 ft. Overturning: 1 ) Pai:i,el Design v\'Jdth = ___ ft. OR __ Okay by Inspection Uplift= 1,-?J,8_(8 / c i3iC/8' Lbs Holdown Anchor Type: ~-'~l--_\l)~_U_J~'------------ Grldline G [q.! J ( '~ (\ ¾ ) ( ) Tributary Area (This Level): _......,;/c.: ;~-;-:....:;,.._\,.,_-+__,.\c,.-P..~;.;~~l....._,.::~--~~~------'o<"'(d""'--"'-1 _ sq. ft. Lateral Load (This Level): . (,_ ,?,Jj (-i',?i) (f-5 /:l.,:;Jr'i,9/r.;:,,) =-e?:S"o? Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx = --~,?2.,"-"'S:~o~:;;._~-Lbs Total Shearwall(s) Length, L = ______________ ft. ~;;;2, ~, n: J,;;.~ f;n: ·cArlT, ,zi ·] C"1NT. sTl, c,s,C,, fc"'L (1r'R\{)e,)'u1lc.. Unit Wall Shear, v = Fx/L Shearwall Type: 0 = _____ plf 8 X' qd' w Overturning: Panel Design v\'Jdth = ___ ft. OR __ Okay by Inspection Uplift= _________________________ Lbs Holdown Anchor Type: 0 ------------------- 32 of 43 Job Reichel Residence 21164 .rql Calculated by __ _,.L-S_ Date ____ _ David Thomas Engineering Shearwall Design I ST Story Shearwalls E--W Direction Unit Lateral Load, v = ;3 ,7'( psf Grldline '.\) Tributary Area (This Level): Lateral Load (This Level): (;7/;,](.ilj + (ii](;i~\"' cJ({ sq ft Gi1Yi,z1/1h,5Z.,.~l/t,Y.li,2>l'b"Ad~ 1,,¥8 Lb~· Lateral Load (Level Above): I:' Jlc ~f:-, r i -j," Lbs Total Load (All Levels), Fx= 16 yJI Lbs I Total Shearwall(s) Length, L = ______________ ft. UnitWallShear,v=F,/L = _____ plf !2.."'.;1.5, SJ-."-[/:J.S r'i=E •'c_A,n;St-L. ·-7 ShearwallType: 0(?1-!-l55 5'x:5';<:y/6 (;l!r-JT, '5T[, (<:>l, ~.,t_-(~1\? D)"c1tll; 1 ! Overturning: Panel Design Width= ___ ft. OR __ Okay by Inspection Uplift= __________________________ Lbs ~ Holdown Anchor Type: U ------------------- Grldline _____ _ Tributary Area (This Level): _________________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): Lbs Total Load (All Levels), Fx= _______ Lbs Total Shearwall(s) Length, L = ______________ ft. Unit Wall Shear, v = F,/L Shearwall Type: Q Overturning: = _____ plf Panel Design Width = ___ ft. OR __ Okay by Inspection Uplift= __________________________ Lbs Holdown Anchor Type: D ------------------- Gridline -,--=----,,---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 = FJL Shearwall Type: Q = _____ plf Overturning: Panel Design Width= ___ ft. OR __ Okay by Inspection Uplift= __________________________ lbs Holdown Anchor Type: 0 ------------------- 33 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office (858 201-3072 Cell (858 336 9902 dav,d@dtengsd com www dtengsd com I Steel Column DESCRIPTION: CANT. STL. COL. (GRID 3) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used. ASCE 7-16 General Information Steel Section Name : W8x48 Allowable Strength Project Title: Reichel Residence Engineer· David Thomas, SE ProIectlD: 21164 Project Descr: Printed: 29 OCT 2021, 1 :45PM ------------~, e-:-eichel R€sfde-nCiieCff- Sottware copyright ENERCALC, INC. 1983-2020, Build:12.20.8,24 . ' . . Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Analysis Method · Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along columns : E · Elastic Bending Modulus 29,000.0 ksi Applied Loads __ Column self weight included : 480.0 lbs* Dead Load Factor BENDING LOADS N-S Lat Point Load at 10.0 ft creating My-y, E = 3.144 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are. Pa: Axial Pn /Omega: Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio ::: Load Combination Location of max.above base At maximum location values are. Va: Applied Vn / Omega Allowable Load Combination Results 0_3869 : 1 +D+0.70E 0.0 ft 0.480 k 144.386 k 0.0 k-ft 117.798 k-ft -22.008 k-ft 57.136 k-ft 0.009904 1 +D+O 70E 0.0 ft 2.201 k 222.214 k X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 2.1 Service loads entered. Load Factors will b(;! ~_pplied for calculations. Maximum Load Reactions. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections. AlongY-Y 1.714in at for load combination E Only Along X-X 0.0 in at for load combination 0.0 k 0.0 k 0.0 k 1.648 k 10.0ft above base 0. 0 ft above base Maximum Shear Ratios Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Cbx Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location -------------- Maximum Reactions Load Combination Extreme Reactions Axial Reaction @Base -----------Axial Reaction Item Extreme Value @ Base Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Steel Section Properties_ W8x48 X-X Axis Reaction @ Base @ Top X-X Axis Reaction @ Base @Top Distance k Y-Y Axis Reaction k @ Base @Top Y-Y Axis Reaction @ Base @ Top Max. Y-Y Deflection Note: Only non-zero reactions are liste~- Mx-End Moments k-ft My -End Moments @ Base @ Top @ Base @Top Mx -End Moments k-ft @ Base @Top Distance My-End Moments @ Base @ Top ----------- 34 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com Steel Column t,11··,: DESCRIPTION: CANT. STL. COL. (GRID 3) Steel Section Pro Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg Sketches C c5 l!) a:) erties W8x48 8.500 in 0.400 in 8.110 in 0.685 in = 14.100 in'2 48.000 plf 1.080 in 0.813 in 2.350 in = 0.000 in +Y I ._,,.,, . ·-·· ' 8.11 in I xx Sxx Rxx Zx I yy = s yy Ryy Zy " . I +X Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :45PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 184.00 in'4 43.20 in'3 3.610 in 49.000 in'3 60.900 in'4 15.000 in'3 2.080 in 22.900 in'3 0 i J Cw Wno Sw QI Qw 1.960 in'4 931.00 in'6 15.800 in'2 22.000 in'4 10.300 in'3 24.200 in'3 35 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com Steel Column DESCRIPTION: CANT. STL. COL. (GRID C) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : W8x48 Analysis Method : Allowable Strength Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :46PM , e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I e • Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi A lied Loads Column self weight included : 480.0 lbs * Dead Load Factor BENDING LOADS . N-S: Lat. Point Load at 10.0 ft creating Mx-x, E = 2.502 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Load Combination Results 0.1449 :1 +D+0.70E 0.0 ft 0.480 k 144.386 k -17.514 k-ft 122.255 k-ft 0.0 k-ft 57.136 k-ft 0.02576 : 1 +D+0.70E 0.0 ft 1.751 k 68.0 k X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft. K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum Load Deflections ... Along Y-Y 1.714 in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 1.648 k 10.0ft above base 0. 0 ft above base Maximum Shear Ratios Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Cbx Cby Kxlx/Rx KyLy/Ry Stress Ratio Status Location Maximum Reactions Load Combination Extreme Reactions Axial Reaction @Base Axial Reaction Item Extreme Value @ Base Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Steel Section Properties W8x48 X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top Distance k Y-Y Axis Reaction @ Base @Top Y-Y Axis Reaction @Base @Top Max. Y-Y Deflection Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top Mx -End Moments k-ft @Base @Top Distance My -End Moments @Base @Top 36 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201-3072 Cell: (858 336-9902 david@dtengsd.com www.dten sci.com Steel Column DESCRIPTION: CANT. STL. COL. (GRID C) Steel Section Properties Depth Web Thick Flange Width Flange Thick Area Weight Kdesign K1 rts Ycg Sketches C 0 L!) cx:i = W8x48 8.500 in 0.400 in 8.110 in 0.685 in 14.100 in'2 48.000 plf 1.080 in 0.813 in 2.350 in 0.000 in +Y 8.11 in I xx Sxx Rxx Zx I yy Syy Ryy Zy +X Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: 184.00 in'4 43.20 in'3 3.610 in 49.000 in'3 60.900 in'4 15.000 in'3 2.080 in 22.900 in'3 ""' . Printed: 29 OCT 2021, 1 :46PM , e: ere e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I • I e • J 1.960 in'4 Cw 931.00 in'6 Wno 15.800 in'2 Sw 22.000 in'4 QI 10.300 in'3 Qw 24.200 in'3 37 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office: (858 201 -3072 Cell: (858 336-9902 david@dtengsd.com www.dten sd.com Steel Column DESCRIPTION: CANT. STL. COL. (GRID D) Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Steel Section Name : Analysis Method : HSS5x5x5/16 Allowable Strength Project Title: Reichel Residence Engineer: David Thomas, SE Project ID: 21164 Project Descr: Printed: 29 OCT 2021, 1 :46PM 1 e: eIc e esI ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I ' I e • Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 46.0 ksi 29,000.0 ksi A lied Loads Column self weight included : 190.80 lbs • Dead Load Factor BENDING LOADS ... N-S: Lat Point Load at 10.0 ft creating Mx-x, E = 1.648 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are .. Pa: Axial Pn I Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Load Combination Results 0.5508 : 1 +D+0.70E 0.0 ft 0.1908 k 44.944 k -1 1.536 k-ft 21.026 k-ft 0.0 k-ft 21.026 k-ft 0.02906 : 1 +D+0.70E 0.0 ft 1.154 k 39.696 k X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 2.1 Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 1.714 in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 1.648 k 10.0ft abovebase 0.0ft above base Maximum Shear Ratios Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Cbx Cby Kxlx/Rx KyLy/Ry Stress Ratio Status Location Load Combination ------------------------------ Maximum Reactions Axial Reaction X-X Axis Reaction Load Combination @Base @Base @Top Extreme Reactions Axial Reaction X-X Axis Reaction Item Extreme Value @Base @Base @Top Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Steel Section Properties : HSS5x5x5/16 k Y-Y Axis Reaction @Base @Top k Y-Y Axis Reaction @Base @Top Max. Y-Y Deflection Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top Mx -End Moments k-ft @Base @Top Distance My -End Moments @Base @Top 38 of 43 DAVID THOMAS ENGINEERING Structural Engineering Services Office (858 201-3072 Cell (858 336-9902 david@dtengsd.com www.dten sd.com Steel Column ·······: DESCRIPTION: CANT. STL. COL. (GRID D) Steel Section Properties HSS5x5x5/16 Depth Design Thick = Width Wall Thick Area Weight Ycg Sketches C 0 0 LC) 5.000 in I xx 0.291 in Sxx 5.000 in Rxx 0.313 in zx 5.260 in'2 I yy 19.080 plf Syy R yy 0.000 in +Y 5.00in = +X Project Title: Reichel Residence Engineer: David Thomas, SE Project lD: 21164 Project Descr: Printed: 29 OCT 2021, 1 :46PM 1 e: e,c e es, ence.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I · I . . 19.00 in'4 31.200 in'4 7.62 in'3 1.900 in 9.160 in'3 19.000 in'4 C 12.800 in'3 7.620 in'3 1.900 in -i 39 of 43 Job Reichel Residence 211 64 Calculated by __ ~L=S-Date ____ _ David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = 1,500 psf (Per Design Criteria) NEW Continuous Footing (CF-1) Cont. Footing Width = 1.25 ft. Cont. Footing Depth = _1_.5 __ ft. Allowable Line Load = ASBP x Footing Width = 1,875 plf Maximum Line Load (Gridline --~ = ___ plf Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 5,625 lbs. USE: 15 "WIDE X 18 " DEEP CONT. FOOTING w/ (_2 _) -#_4_ BARS (TOP & BOTTOM) ~ Continuous Footing (CF-2) Cont. Footing Width = _1_-0 __ ft. Allowable Line Load = ASBP x Footing Width = 1,000 Maximum Line Load (Gridline --~ = ___ plf Cont. Footing Depth = 1-0 ft. plf (ASSUME ASBP = 1,000 PSF@ EXIST) Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 2,000 lbs. USE: 12 "WIDE X 12 " DEEP CONT. FOOTING w/ (_-_) -# __ -_BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-1 Spread Footing: Allowable Point Load= ASBP x Footing Width x Footing Width = 6,000 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 = 9,375 USE: 30" SQUARE X _1_8_" DEEP CONT. FOOTING w/ (3) -#_4_ BARS (EA. WAY@ BOTTOM) lbs. lbs. 13,500 P-3 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = ____ lbs. USE: 36" SQUARE x __ 18_" 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 _1_8_" 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_00 __ lbs. USE: 48" SQUARE X 18 " DEEP CONT. FOOTING w/ (6) -#_4_ BARS (EA. WAY @ BOTTOM) 40 of 43 ~ I-" 0 ....., ~ w SHEARV'-{ALL SCHEDULE (2 0 1'1 CBC) MARK VALUE MATERIAL NAIL B.N. 4 F.N. SILL PLATE ATTACH. BOT. PLATE ATTACH. TOP PLATE ADDITIONAL (PLF) SIZE E.N. 5/8"r/J A B. SPACIN6 NAILS 4 SCREV'lS CLIPS NOTES 0 260 3/8" CDX 8d b" 12" 48" O.C. lbd@ 4" O.C. A35 @ lb" O.C. - @ 340 15/32" CDX IOd b" 12" 32" O.C. lbd@ 4" O.C. A35 @ 12" O.C. - 0 350 3/8 " CDX 8d 4" 12" 32" O.C. lbd@ 4" O.C. A35 @ 12" O.C. - 0 550 3/8 " STRUC I 8d 3" 12" 24" O.C. I/4"r/J x 8 " "SDS" A35@ 8 " O.C. SEE NOTES SCREY'l @ 8" O.C. 13, 14, 4 15 0 130 3/8 " STRUC I 8d 2" 12" lb" O.C. 1/4"¢ x 8 " "SDS" L TP4 @ 8 11 O.C. SEE NOTES SCREY'l @ 4" O.C. 13, 14, 4 15 0 810 15/32" STRUC I IOd 2" 12" lb" O.C. I/4"(/J x 8 " "SDS" L TP4 @ 8 " O.C. SEE NOTES SCREY'l @ 4" O.C. 13, 14, 4 15 0 1211 15/32" STRUC I IOd 2" 12" 8 " O.C. 5/8"r/J x 8 " LA6 L TP4 @ b" O.C. SEE NOTES (APPLY BOTH SIDES) SCREY'l @ 8" O.C. 13, 14, 15, 4 lb ~ I. PROVIDE '4-PLY' SHEATHING@ 3/8' THICKNESS t "S-PLY'@ 15/32' SHEATHING. ~D STR!JC,TuRAL PANELS SHALL COHPLY HITH DOC-PSI OR DOC, P52. 2. ONLY COHHON NAILS ARE TO BE U5ED FOR ALL SHEATHING ATTACHMENT. NAIL 6UN5 USING 'CLIPPED HEAD' OR 'SINKER' NAILS ARE NOT ACCEPTABLE. 3. ALL SHEARY-W.LS TO PENETRATE THROIJ6H CEILING JOIST AND ATTIC TO TIE INTO UPPER HORIZONTAL DIAPHRAGM UNLESS ENGINEERED DRAG MEHBER 15 PRESENT. 4. MINIH.Jt-1 EDGE DISTANCE FOR NAILS IN THE RECEIVING M"'i::MBERS SHALL BE 3/e>' FOR 2' NOMINAL RECEIVING MEMBERS AND 1/2' FOR 3' NOMINAL RECEIVING MEHBERS. 5. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO 5T\JD FRAMING AT 16' ON CENTER MAXll-1.Jl-1 AND ALL PANEL EDGES SHALL BE BLOC-KED HITH MINIMUM 2x BLOC-KING, U.N.O. 6. NO PANEL HIDTH LE55 THAN 12' SHALL BE U5ED. 5HEARYiALLS HITH MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE HORIZONTAL STAGGERED SPLICED JOINTS. 1. 571./C,C,O AND/OR EXTERIOR VENEER OVER A ~D SHEATHING SHEARYWJ. SHALL BE l'lATERPROOFED HITH A MINIMJM OF (2) LAYERS OF 15 LB. FELT PAPER. 8. USE DOUGLAS FIR NO. 2 PRESSURE TREATED SILL PLATES THAT COMPLY HITH THE NDS. ENGINEER TO BE NOTIFIED IF OTHER SPECIES ARE U5ED OR PART OF EXISTING BUILDING. "I. 3' x 3' x 0.22"1' (MINJH.JM) PLATE l'lASHER5 SHALL BE USED AT ALL SHfARl'lALL ANCHOR BOLTS. l'lASHER SHALL EXTEND TO l'llTHIN 1/2' OF EDGE OF THE BOTTOM PLATE ON THE SHEATHED SIDE. (Slt-lPSON 'BPS-3' @ 2 x 4 STIJD FRAMING 4 'BPS-6'@ 2 x 6 AND LARGER STIJD FRAMING ACCEPTABLE) 10. ANCHOR BOLTS ~T BE EMBEDDED 1' MINlt-1.JM INTO NEl'i CONCRETE. MINIH.Jt-1 EDGE DISTANCE AND CONCRETE PROTECTION SHALL COHPLY HITH CBC AND ACI CODE PROVISIONS. II. SILL PLATES TO BE ATTACHED USING A MINI~ OF (2) ANCHOR BOLTS PER PIECE HITH ANCHOR BOLTS LOCATED 4-3/8' MINll-1.Jl-1 4 12' MAXlt-1.JM FROM EACH END. 12. HOLDOHN ANCHOR 15 IN ADDITION TO THE SILL ANCHOR BOLTS. 13. 3x SILL PLATES (tlOTTOM PLATES TO REMAIN 2x), 3x BLOCKING t 3x STIJDS@ ALL PANEL EDGES REGI.JIRED. 14. 4x BLOCKING OR BEAM REGIUIRED BELOl'i BOTTOM PLATE SCREY-l ATTACHKENT. SCREHS TO BE STAGGERED. 15. PERIODIC SPECIAL INSPECTION REGIUIRED PER CBC CHAPTER 11. ONE 4 fflO FAMILY Dl'lELLIN65 LESS THAN THO STORIES IN HEIGHT ABOVE GRADE '11./o IRREGULARITIES ARE EXEMPT. 16. SHEATHING APPLIED TO EACH FACE OF 3x 5TIJD5@ 16' O.C. STAGGER HORIZONTAL 4 VERTICAL PANEL JOINTS EACH SIDE OF HALL. 11. ALL NAILS SHALL HAVE A MINIM!t-1 PENETRATION INTO FRAMING MEMBERS OF 1-1/2 INCHES. 8d COMMON = 0.131'¢ x 2-1/2', IOd COMMON = 0 .148'¢ x 3'. 0 0-l <: -· 0.. ...., ~ 0 3 0-l (./) t'I"j ~ o-q -· ~ (t) (t) ~ -· ~ o-q n C.l n ~ ~ ,.... (t) 0.. a-'< 1~ 0 C.l ,.... (1) I ---0 a- ::0 ~-n :r ~ ::0 (1) Cl) 5: (1) ::i n (1) N I-" I-" O"I ,~ Job Reichel Residence 21164 Calculated by __ ~L=S-Date ___ _ David Thomas Engineering HOLD-DOY'{N SCHEDULE MARK HOLD-DOJ/'lN DEVICE VALUE 0 4x POST v,i/ "MSTG4O" FLR-TO-FLR H.D. 3,080 LBS. @] 4x POST v,i/ "MSTG52" FLR-TO-FLR H.D. 4,b20 LBS. @] 4x POST v,i/ "MSTGbb" FLR-TO-FLR H.D. 5,8b0 LBS. @] 4x POST v,i/ "MSTG48B3" FLR-TO-FLR H.D. 3,'115 LBS. [I:] 4x POST v,i/ "MSTGbbB3" FLR-TO-FLR H.D. 4,505 LBS. [I] 4x POST v,i/ "HDU2" HOLD-DOJ/'lN 3,015 LBS. ON SST5Ib AB. (5/8"¢ AB) @] 4x POST v,i/ "HDU4" HOLD-DOJ/'lN 4,5b5 LBS. ON SST52O AB. (5/8"¢ AB) [8J 4x POST v,i/ "HDU5" HOLD-DOJ/'lN 5,b45 LBS. ON SST524 AB. (5/8"¢ A.8) QJ bx POST v,i/ "HDU8" HOLD-DOJ/'lN 1,810 LBS. ON SST528 A.5. (1/8"¢ A.BJ IBJ bx POST v,i/ "HDUI I" HOLD-DOJ/'lN '1,335 LBS. ON SB lx3O AB. (I"¢ A.BJ [I] bx POST v,i/ "HDUl4" HOLD-DOV'lN 14,445 LBS. ON SB lx3O AB. (I"¢ A.B.) [BJ bx POST v,i/ "GMSTl2" FLR-TO-FLR H.D. '1,215 LBS. (END LENGTH NAILING TO POST, L=3'-3" MIN.) [E] NOTES, I. HOLD DOJl'IN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 2. DEEPEN FOOTINGS TO PROVIDE :3" MIN. CONCRETE GOVER i"IHERE HOLD-DOJl'IN ANCHORS ARE LONGER THAN THE FOOTING DEPTH. :3. USE /RJJ OPTION ON STHD HOLD-DOJl'INS FOR RAISED Jl'IOOD SUB-FLOOR CONDITION. 4. MSTG HOLD-DOJl'INS MAY USE 16d SINKERS OR IOd COMMON NAILS. 5. MSTG HOLD-DOJl'INS TO BE CENTERED BETl"IEEN UPPER 4 LOJl'IER FLOORS. MAXIMUM CLEAR SPAN • 18". NAILS NOT REQUIRED IN CLEAR SPAN (RIM BOARD) AREA 42 of 43 job Reichel Residence 21164 Calculated by _~LS~Date __ _ David Thomas Engineering SPREAD FOOTING SCHEDULE - SYMBOL SPREAD FOOTING DIMENSIONS 4 REINF. (f'e, = 2,500 PSI HIN. 4 f~ = 60 KSI) <8> 24" SQ. x Jl" DEEP SPREAD FOOTING 'l',j (2)-#4 BARS (EACH ~AY) <0> 30" SQ. x Jl" DEEP SPREAD FOOTING 'l',j (3)-#4 BARS (EACH ~AY) -0> 36" SQ. x J--8_" DEEP SPREAD FOOTING 'l',j (4)-#4 BARS (EACH ~AY) <8> 42" SQ. x J.£" DEEP SPREAD FOOTING 'l',j (5)-#4 BARS (EACH v,jAY) <8> 48" SQ. x J__8_" DEEP SPREAD FOOTING '!',/ (0)-#4 BARS (EACH ~AY) 43 of 43 ( © L. ---'· -.., ::. r r ~ ' ~ -'t, cD {/"{ ~ 0 ' -r I V. I. F• r .... UI .... 0 ' -ill tit ..... ttl - r-, I I 1---+ i--.iE.W 4 M C. a ~c;. • !>L.'6 e., cv £ It-E..< I 'Ii. Tl""4 c..J- pa.ov 1p C.. 10 ~~'- ~I'•'-,,.. ..... ~( ,.__ e,~~~ ~ ~I.,~~ Q~~i;;,t_. c. 1 el 01c. • e. 11 ""''· -, , ... {'city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) 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. Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC 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: u i-..i ...... c... I,,,>\ Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of7 Revised 04121 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, ll'ttach-!i PerrriitV:iltratitiifbril"akd6Wn'·cmlfseparlltl!!•stteet. Building Permit Valuation (BPV) f;:j)f~al<IJown _______ _ □ New construction 2A', 3A', 1B, 2B, 'Includes detached, newly constructed ADU 4A', 3B,4A D Additions and alterations: □ BPV < $60,000 N/A N/A All residential additions and alterations BPV.?: $60,000 1A,4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. □ BPV .?: $200,000 1A, 4A' 'Multi-family dwellings only where interior finishes are removed 1B,4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed □ New construction 1 B, 2B, 3B, 4B and 5 D Alterations: □ BPV.?: $200,000 or additions .?: 1,000 1B, 5 square feet □ BPV.?: $1,000,000 1B, 28, 5 Building alterations of.?: 75% existing gross floor area □ .?: 2,000 sq. ft. new roof addition 28,5 1 B also applies if BPV.?: $200,000 Please refer to Carisbad Municipal Code (CMC) 18'.21 ;155 and 18:30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. jif' Resldentlaladdltionoralteratloni!:$60,000bu/ldingpennitvaluatlon. D N/A _________ _ Details ofselectlonchosen below must be placed on the plans referencing CMC □ Exception: Home energy score<!: 7 18.30.190. (attach certification) Year Bullt Slngle-famlly Requirements Multi-family Requirements /f Before 1978 Select one option: r£i D Ductsealing Attic insulation □Cool roof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating Package D Between1978and1991 Select one option: D Ductsealing D Attic insulation □Cool roof D 1992 and later Select one option: D Lighting package D Water heating package Updated 4/16/2021 3 B. D Nonresidential' new construction or alterations ~ $200,000 building pennlt valuation, or additions~ 1,000squarefeet. See i:MC118ltf55and CALGreen Appendix AS □ N/A AS.203.1.1 Choose one:□ .1 Outdoorlighting □ .2 Restaurant service water heating (CEC 140.5) □ .3 Warehouse dock seal doors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211.1'' □ On-site renewable energy: □ N/A AS.211.3" □ Green power. (~ offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevatorortwoescalators) □ N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A • Includes hotels/motels and high-rise residential buildings --------- ''Foralterations2'$1,000,000BPVandaffecting> 75%existinggrossfloorarea,ORalterationsthatadd2,000squarefeetofnewroofaddition:oomply with CMC 1 s·::i<).130 (section 2B below) instead. A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 Callfomia Energy Code section 150.1 (c)14 for requirements. If projecl Includes Installation of an eleclric heat pump water heater pursuant to CAP section 3B below (low-rise residential Water Heating}, increase system size by .3kWdc If PVoffsetoptlon Is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc' sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) 'Fonnula calculation where 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 ~.ooo square feel Please refer to CMC 18.30.130 when completing this section. 'Note: This section also applies to high-rise residential and hoteUmotel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □ If< 10,000s.f. Enter: 5 kWdc Min.System Size: □ If 2' 1 O,OOOs.f. calculate: 15 kWdc x (GFA/10,000) " kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 □Time-Dependent Valuatlon Method AnnualTDVEnergyuse:•••-----~x .80= Min. system size: ______ ,kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. A. D Residential and hotel/motel new construction. Refer to c'Mcf'iiffao']ij'fo 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 only) □ Heat pump water heater AND PV system .3 kWdc larger than required in Ct;.fcf1if30. 130 (high 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 healing 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 thefollowing: □ Gas or propane water heating system □ Recirculation system perC°!iJIC-18.30.150(8) (high-rise residential, hotel/motel) or CMC18.30.170(EI) (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 healing system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovollaics □ 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 ,:~@·· ¥A#tlllllt1t'l~~~•I\W.t~l!IR~~-1111t! A ,0 Residential New construction and major alterations* Please refer to C~C 18i21:140 when completing this section. □ One and two-family residential dwelling or townhouse with attached garage: 'jf One EVSE Ready parking space required □ Exception : □Multifamily residential· -□ Exception · Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 xTotal parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole 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 valualion:!:$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, interiorfinishesare removed and significantsiteworkand upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) l 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 upto nearestwholenumber) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will usethetablebelowbasedon yoursubmitted planstodetenminewhetherornoryourpenmit requires a TDM plan. lfTDM is applicabletoyour permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commerclal Uses Use Offi<:e (all)2 .· Restaurant Retaila Industrial . Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f., 13 .1'1 4.5 3,5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 IY•Edition 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT , Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations· Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans sub itted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should and un1~r"§lai:ie that an approved TDM plan is a condition of penmit issuance. Date: f I ' I· 2..I Person other than App/leant to be contacted for TDM compliance (If applicable}: Name(Printed).: __________________ _ Phone Number.. ____ _ Email Address: __________________ _ Updated 4/16/2021 7