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HomeMy WebLinkAbout2780 HIGHLAND DR; ; CBR2022-1839; PermitBuilding Permit Finaled Residential Permit Print Date: 12/07/2022 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load : Code Edition: Sprinkled: Project Title: 2780 HIGHLAND DR, CARLSBAD, CA 92008-1516 BLDG-Residential Work Class: 1561411900 Track#: $3,605.40 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check #: Plan Check#: Description: 180 SF ATTACHED 2ND STORY DECK Deck (city of Carlsbad Permit No: CBR2022-1839 Status: Closed -Finaled Applied: 05/26/2022 Issued: 07/21/2022 Fina led Close Out: 12/07/2022 Final Inspection: 12/01/2022 INSPECTOR: Kersch, Tim Applicant: Property Owner: Contractor: NORTH COUNTY DECK AND PATIO INC GEORGE HESSE HUGHES RANDALL AND CATHY FAMILY TRUST NORTH COUNTY DECK AND PATIO INC 06-01-17 133 NEWPORT DR, # STE D 3050 S SANT A FE AVE, # STE B SAN MARCOS, CA 92069 2780 HIGHLAND DR SAN MARCOS, CA 92069-1468 CARLSBAD, CA 92008 (760} 305-8395 (760) 305-8395 FEE BUILDING PLAN CHECK BU ILDING PLAN REVIEW -MINOR PROJECTS (PLN) DECKS/BALCONY -NEW/REPLACE SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) Total Fees: $1,460.75 Total Payments To Date: $1,460.75 Balance Due: AMOUNT $536.25 $98.00 $825.00 $1.00 $0.50 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov .. Plan Check (_ Cifyof Carlsbad. RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Est. Value ?,\U~ PC Deposit ':>¼. 2.''5 Date 1Q-2u>-ez. Job Address 2780 Highland Dr, Unit: APN: 156-141-19-00 ____ __,; CT /Project #: ___________________ .Lot #: ____ Vear Built: _________ _ BRIEF DESCRIPTION OF WORK: Install approx. 180 sq. ft. front of house second story deck G] New SF: Living SF, _____ Deck SF, 180 Patio SF, _____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O Y(:) N, if yes how many? ___ _ D Remodel:. _____ SF of affected area Is the area a conversion or change of use? 0 Y Q) N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? _____________ _ 0Solar: ___ KW, ___ Modules, Mounted:Q Roof Q Ground, Tilt: 0 Y0 N, RMA: O Y O N, Battery:O YO N, Panel Upgrade: O v O N Other: PRIMARY APPLICANT PROPERTY OWNER Name: George Hesse -North County Deck & Patio Name: Randy Hughes Address: 133 Newport Dr. Ste D Address: 2780 Highland Dr. City: San Marcos State: CA Zip:_9_20_6_9 ___ City: Carlsbad State: CA Zip:_9_20_0_8 __ _ Phone: 760-305-8395 Phone: 760-889-1196 Email: sales@ncdeck.com Email: randyhughes27@gmail.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:. ___________________ Business Name: North County Deck & Patio Address: Address: 133 Newport Dr. Ste D City: ________ .State: ___ Zip:_____ City: San Marcos State:_C_A ___ Zip: 92069 Phone: Phone: 760-305-8395 Email: Email: sales@ncdeck.com Architect State License: CSLB License #: 389408 Class: 8 --------------- Car Is bad Business License# (Required): BLOS005455-05-2019 APPLICANT CERTIFICATION: I certify that I have read the application and state that the above · agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): George Hesse 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca gov REV. 10121 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. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penaltyof perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000 )of Division 3 of the Business and Professions Code, and my license is in full force and ef feet. I a/soaffirm under penalty of perjury one of the following declarations (CHOOSE ONE): Di have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. __________________________________________ _ -OR- ~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _F_a_11s_L_a_k_e_Fl_re_&_ea_s_u_a1-"-ty ________________ 1 Policy No. FLA016725 Expiration Date: _4 ..... 11 ..... ,2 ..... 3 _______________ 1 -OR- O Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subiect to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (1) Civil Code). Lender's Name:. _______________________ Lender's Address: _________________ _ CONTRACTOR CERTIFICATION. The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utillt1es/ut1lity easements. All proposed modifications and/or additions are clearly labeled on the site plan Any potentially ex,stmg detail within these plans incons,stent with the Site plan are not approved for construction and may be required to be altered or removed The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The ex,stlng and proposed use of each building as stated IS true and correct; all easements and other encumbrances to development have been rately shown and labeled as well as all on-site grading/site preparation All improvements e,osttng on the property were completed in accordance with all regulations in existence a ime of their therwise noted. NAME (PRINT): George Hesse Note: If the person signing above Is an authorized agent for the contractor (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement 1s sold w1th1n one year of completion, the owner-builder w,11 have the burden of proving that he did not build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND. D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner By my signature below I acknowledge that, except for my personal residence in which I mu~t have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy af the applicable law, Section 7044 af the Business and Professions Cade, is available upon request when this application is submitted orot the following Web site: http: //www.leginfo.ca.gov/ca/aw. html. OliliNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utlht1es/ut1hty easements. All proposed modifications and/or add1t1ons are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the prem1Se that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and ut1lit1es. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the erson sl nln above Is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 Email: Buildmg@carlsbadca gov REV. 10/2 Building Permit Inspection History Finaled { City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-1839) Permit Type: BLDG-Residential Application Date: 05/26/2022 Owner: TRUST HUGHES RANDALL AND CATHY FAMILY TRUST 06-01-17 Work Class: Deck Issue Date: 07/21/2022 Subdivision: PARCEL MAP NO 16290 Status: Closed -Finaled Expiration Date: 05/03/2023 Address: 2780 HIGHLAND DR IVR Number: 40916 CARLSBAD, CA 92008-1516 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/15/2022 09/15/2022 BLDG-11 191720-2022 Failed Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not to size. No 09/16/2022 09/16/2022 BLDG-11 191874-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/04/2022 11/04/2022 BLDG-14 195858-2022 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/01/2022 12/01/2022 BLDG-Final Inspection 197726-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, December 7, 2022 Page 1 of 1 SPECIAL INSPECTION SAUNDERS & COMPANY, INC. DAILY REPORT I HAVEPROv1DEDQ\JSITE9'EOAL OCO\ICRETE liZI STI:ELAW'vlBLY jv\fil)II\G 18] DATE: 09/23/2022 INSPECTIOO~FCRTl-iE □ fvtASD\JRY 0 EPOXY~ 0 TESTII\Gf-,l>MPUI\G: Fal..OINII\G ITEIV6: 0 RRB'R<XAI\G 0 SI-EARWAl.lF!Wv1I1\GSYSTEM □ OTl-iER: PROECT: Randall Hughes & Cathy Family Trust BUXi PffiMff: CBR2022-1839 PlANRLE: ACffiESS: 2780 Highland Dr. 0/IIN:R: Hughes mY/AHJ: Carlsbad CA 92008 Mo-mCT: 11MEIN: 08:00 I rur: I I MILES: I EI\GINEER: MA 1cRlt>J..; A36, ASOO Gr b, A992 CD\ITRACT(R North County Deck and Patio Sl.JBCI1'ITRACT George & Krogh Off site inspection: I Inspection location: George & Krogh fabrication shop. At George & Krogh fabricati on shop to observe the welding process of (2)HSS 6"x6"xl/2" column assemblys inc l the attachment of b ase plates and buckets. I Welding process used: FCAW-G -Lincoln Electric Ultracore 71C -0.052" dia Co2 shielding gas . Certified welders perfomri.ng welding work -an file. Prequalified WPS used-AWS D1.1 for fillets and CJP column to base plate connections . All pai.nt/rust/millscale was rerroved prior to fit up and welding. A).l joint fit up was inspected and verified. Machine parameters checked and essential variables found in tolerance . Welding and fabrication for thH scope of work is complete at this time , it was found acceptable per AWS D1.1 table 6 .1 visual acceptance criteria. 1(, I Ill/ ~f-.. I! ~ j lNSPECTCR I Gregory Prout SIGNATURE: I -qvu 11WIJ;,,/ I CERTIRCATIO'J: I SD#lOSO, AWS#l3011141, ICC#5284166 DATE: I 0912312022 '-I j lHEMBY/>KNOM.EIX3ETHI\T9'EOALINSPECTIQ\JCXBNOfREI.E\i1:METHEOlvNER,CD\fTRACTOR,BUILDEROR~O::MYRESPCNSIBllJTYTOftS51...JRETHI\TAl.lVIQqKIS I ?ERR».IIED~ll-EAPPRCMDPIANS,9'EGRCAllONSAND.llfl'.ll.JCA8lf BUILDII\G ax:£ FORANYITEIV6 PLEA5ESOIDUI.EFORRE~NSPECTIQ\I. All wrnKPERFCRMEDISBIUID IN4 f-0.JR INCREMENlSSEE 0-.R OJRRENTRA"TES. I HEARBY .t(3REETOINOOv1NFY AND l-0..DHARMLES.STI-EINSPEcrrnAI..OI\G \MTHANY ANDAl.lASSCXJATEDENTITESFrnANY ANDAl.lQAIMSO::,,tffi CWVIAG:S\AIHETI-iER NDDENTALORINTENTlQ\IIILI HEARBYP.8.fASt.71-iE INSPECTORALO\G wrrHANY ANDA!l.AS500ATEDENTTnESFROMANY AN)Al.lQAIIVIS KNCJv\/NOR UNKNOWNTHI\TMAYHAVE MUN, OR MAY AR&: FRO\IITHE INSPECTl0\10:lHEAOCM. ITEJl/6.I HEMBY AGREE TO PAY FffiANY ANDAl.lATTORNE:Y ANDroJRTCDSTSREGARDlfS.50:RNDINGS. IWILLPAY FOR ANY ANDAI..IJU[X3MEN1SBRClGHTtGAINSTTl-EINSPECTORAND/ORANYRElATEDENTTTIESDUETOANYTl-ill\GREIATEDTOTH1SPROJECTWHA1SCl:VER. OWNER: I I ~OR: D 1UNN SAV □l,E INC. GT RUCTUR~ L Ct~□INEER l "ICl 901:! 8 t.LLVl.'J_..\NO 61 CJCC:4NSIDE C~ 9205.a r,100 9c:,,:, GJ"::l:::t PM ?c-o 9t.t..1:i::ic.o r1e_ C!:S .1.16LJ,fHL,: l:lDt,< !:MAIL STRUCTURAL CALCULATIONS FOR ITEM HUGHES DECK 2780 Highland Dr. Carlsbad, CA 92008 (OSI JOB NO. 22-157 .00) (Client: Randy Hughes) JUNE 9, 2022 TABLE OF CONTENTS FRAMING AND FOUNDATION PLAN SUMMARY STEEL FLAGPOLE COLUMN TO FOOTING DETAIL DESIGN CRITERIA DESIGN LOADS KEYPLAN GRAVITY ANALYSIS LATERAL ANALYSIS FOUNDATION AND ANCHOR CALCULATION GUARDRAIL ANALYSIS Note to plan checker: Only changes to previously submitted set are: PAGE "' a >-b I-1 -2 0 3 4-9 10-21 22-28 29-33 i. revised framing and foundation plan summary on page a and steel flagpole column to footing detail on page b. ii. revised design criteria for foundation lateral bearing passive pressure on page 1. iii. revised Pl steel column calc on pp 19-21 and Fl flagpole footing calc on pp 22. D ,UNN SAVOIE IN1 C. STRUCTURA L ENGINEERING 901!1 S CLLVELAND ST OCfAN:olDf'. CA 92054 ?60,966.e.355 PH. ?60.966.6360 F'X. D':l~";-veu,H D!lt.CDM EMAIL Plan Check Response for HUGHES DECK 2780 Highland Dr, Carlsbad, CA 92008 JUNE 9, 2022 Structural Comments: Sl -Please refer to submittal set plans for Special inspections table and notes. Special inspection is not required for concrete since the design compressive strength used for footings is 2500 psi. Special inspection is required for structural steel welding per inspection table. Please see sheet 1 of NCDP drawings for added notes. S2 -Please refer to foundation design criteria on page 1. The lateral bearing passive pressure is 100 pcf per CBC Table 1806.2. However, lateral bearing passive pressure maybe doubled at isolated poles and footings per CBC 2019 section 1806.3.4. As a result, 200 pcf lateral bearing pressure is used for the design. S3 -Please refer to revised steel column and flagpole footing calculations on pages 19-22. The shear loads are distributed and both columns are designed to resist lateral loads. No changes to column and base plate size. Footing depth revised based on both columns sharing lateral load. :-.. , • • f ~ 1-7 . l : , ... s~~Mtl~~-'-~~-r-;=-t~+--~l:·-~H~~ ~--'.· -~-~~-:-~-=~~-'.-.--~---;~~-\ ·t*~E~ ·· ~-i· ,_ ~-7.-..., .. •-·----_---·0l J'1r~o -,"-~-~~---·------··;--~~:-· ~:-· ---;-·;---;,~~-:--··-:-· ; ~ r r : ~ · t . i ,. l ,_ 1 r -ti, _, ....... ,...--:•A-,:--_--·. :· . . . ;---.-' ; ·, . . : ~ ·"7'---P<, .;. I ; ,· : . i lt j t y .. • ,-; i ~ . : '. '. 1 ~ : • , hJt ~ ~-1 1 · t-j i --~..,.:,.,.+-.~I---t-----:-f--~~-»-+------,_ , =-,-....,,,,, ___ .>+$.,¥ .~~-. • i !+ I i l L<lf" 1-., .,, • ., 1 t . ~ ~ ·' l t , ntttT··. ;·' · -·.·'.,'I t•?1 ---,---,.--. ' .' . . -4--....... . . : \: • ' . .... 1, -Jr l ~ ' :f ~ aA . : ~ ~ l ~ ~~~--; ~~ :,-f# ~ lt !]],, f . > J l .j -~ ~-,--~~:-tr.I-~ ~ l r •; • 'V ! ~J .. ue :_._L: kl/. t4)-1,i.!1lJ11 i·. ! lf ri•>~f,. 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T -T 1 --~ J ..,,. ~ Ti-~ . -r7 . ., . . . ~- ·-•I-~ , ~ 1,. -1' : '~ ---. . ·~~~~ George Hesse sates-/ RMO 7 CEO !-l l I. !•-f j ... _ l i J i ! -:r :! i . ] -'t · ·1 l · ·I U l r 1 , oc.~&10~:~ -N~rt1t···O>rm~•s~-.b- Trust.eil Deck & 1-- Pat-io Sp~dallsts _:~ :Jl~E 7$>.3QS..839S. j 'FAX. «=2:~1S..36$3 ·E-M·JJL ghesse@ocdeck.com S/i'11'\o'11,..1ou w/ {If) Pl¼-5, (31r,•;J w{ J" M~-is~,e.>. H"~HES .1) 6.C. (c. -D) - w 0 ~ Cl) z z 15 H556x6x1/2 5TEEL ':i COLUMN FER FLAN a.. 6A5E le S/811xl'2>11xl'2>11 5QR. W/ ( 4) 3/411 DIA HEX HEAD A.6. '5 <EJ FINISI-I GRADE ... .E ~ CONC FTG / ~ (8 ) 14 VER • 14 ~ TIE5 e 6 11 .C. j5 ro Q) U) ::, ~ 0 ii a.. olS ..>o:: lil 0 :z:. C ::, 0 (.) .c t: 0 z cu U) ~ :I: 3 '-1 1/2" MIN EM6 [> [> [> I> [> I> [> [> [> I> /). [> /). [> [> [> [> /). I> /). [> [> [> t> [> (b) OPTIONAL 1 l/2 11 DRYFACK • DBL NUT5 FOR LEVEL ING [> 8 11 EMB 8 11 CONC. CAF ,,,....l ______ 3'-0" SQR-----------I ro :g Q) "O ·w Q) g;; .:J 2,5'2>'2) per CONC. DESIGN CRIJEBIA DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 5 . CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 JOB SHEET NO, CALCULATED BY CHECKED BY SCALE HUGHES DECK OF MN DATE 6/22 DATE JOB# 22-157.00 CODE: 2018 International Building Code (IBC) 2019 California Building Code (CBC) SEISMIC: Risk Categoiy of Building: Seismic Design Category: Seismic Base Shear: For The West-East System le = Fa= Fv= II D 1.00 1.0 1.92 STEEL SPECIAL CANTILEVER COLUMN SYSTEM R = 2.50 V = 1.0E = 0.333 *W no= 1.25 V = 0.7E = 0.233 *W Cd = 2. 50 V w/ p=1.3= 0.303 *W Sos = 0.832 So1 = 0.485 T = 0.125 sec (Strength Design) (ASD) ASD Seismic Design Force WIND: Basic Wind Speed = Exposure= 96 B MPH (3-sec Gust) WOOD: NOS 2018 MASONRY: TMS 2013 CONCRETE: ACI 318-14 (2500 PSI FTGS) STEEL: AISC 15TH EDITION HSS: ASTM A-500, GRADE B (46 KSI) FOUNDATION CRITERIA CLASS 5 SOILS PER CBC TABLE 1806.2 ALLOWABLE SOIL PRESSURE FOR D+L CLASS 4 SOILS PER CBC TABLE 1806.2 LATERAL BEARING PASSIVE PRESSURE (LATERAL BEARING PASSIVE PRESSURE MAY BE DOUBLED AT ISOLATED POLES AND FOOTINGS PER CBC 2019 SECTION 1806.3.4) COEFFICIENT OF FRICTION SHORT TERM INCREASE 1500 PSF 100 PSF/FT 0.25 1.33 1 DESIGN LOADS Deck DEAD LOADS rex eckrng 2x8@ 16" o.c. ME&P Miscellaneous !Guardrail DUNN SAVOIE INC . STRU CTURAL ENGINEERING 908 S . C LEVELAND ST. OCEANSIDE, CA. 92054 PH: (76□) 966-6355 FAX: (760) 966-6360 1.0 1.3 8.0 60.0 20 lplf 2 JOB HUGHES DECK SHEET NO. OF CALCULATED BY MN DATE 5/22 CHECKED BY DATE SCALE JOB# 22-157.00 ;~~~l ~t t~~ . . __ . ; -e-~---~--....;c-~--·-;·:--';-:-;-·;-: ; · •-· 1 c· l-1 r L. ;µ. __ _.,_...:_-;--....,_,..;.·...,.:!;;,e..,._T, """7", ---.. ··----, · .; :1'~,o ' . · -;-; .. , i -,--, ·: r , t-l Tt-i ' ' ' • •. " . ... Ill . • 1 I • ' • , ~ ,; , t r • , , . N '..;.:_, .•• /--, , :' . -,±..,_ ! '' '! '. · I ; :... • ..:....._, .. -5+ ~-' , "' --i ,. 't i . 1rn. l [ 4JS ' : ' ., • .) ' i.. ~ -~ _,... ; • : ' ; i : ! ' ,...., < , • • ' -· -' . "-'-i'\ ·•.. ' . .. ' ' . ' . ,_,.; '--'-··"O_,.._ -. . ' ' ' ' ; ., ; ,.., • ' ' ; . • ' ~ " u // ,, . I +-I ' +-~-•• ·]. { ; : ... : ,_ ~ . "~-; i " ·1 \/,, 1-fi' . "),, I : , ! 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'·1 i -·! , •. , ·, -' l (° t 'T .!. ~-.r-L~~~+,,,+.,.,,..;:--:::;~~r . ....;1.._tt-:1-· -North· c.ormrx-·s: .p ....-:-, i --n-ustd Dttl: ... .F ~ t •. ] l4 .. "F "" i :: f j L...;--+ . , ' 1 , Pat-lo -s-,,eciaU--U ..... l ' __ ~ · -.. _ ! j 1· ' -· . ' • -; -, -! . : t--l•'ST : • J , \•1f b { .---~ ~ 7®.305.8.395. r : . · . . ' l-George Hesse FAX. 4.n :~1536~-f- l ' t . . . l •. ·r l 1 1 ; ; , t s-s-1wo1cm E-MAIL ah~ncdect.a>m • 1 • • t • ...... j {. --;--~, i. 7 ":_ i ·~ • ~ . ~ __ 5/a '11-,,, 0111'1011 w/c1t)P'+S6 (3;r,"¢) w(j" tJlu.,ri. ~lfl&B".>. HU~t<ES h(;C.IC. F~A-Mu·H~ ~ fOlJ,-JJ>/\-i-U:,>-.l t<.e'f PL..A~ (,.) 4 Project Title: Engineer: Project ID: Hughes Deck MN 22-157.00 Project Descr: Wood Beam Project File: 22-157.00 Hughes Deck.ec6 LIC#: KW-06014515, Build:20.22.4.26 DUNN AVOIE INC. STRUCTURAL ENGINEERS DESCRIPTION: DJ-1 -2x8 Deck Joist at 16" o.c. CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties (c) ENERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : IBC 2018 Fb+ 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Beam is Fully Braced against lateral-torsional buckling D 0.01064 L 0.0798 2x8 Span= 8.0 ft Fb- Fc-Prll Fe -Perp Fv Ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksl Density 31.210pcf Repetitive Member Stress Increase D(0.0266) D 0.01064 L 0.0798 2x8 Span= 2.011 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0080, L = 0.060 ksf, Tributary W idth = 1.330 ft, (Deck) Load for Span Number 2 Uniform Load : D = 0.0080, L = 0.060 ksf, Tributary Width= 1.330 ft, (Deck) Point Load : D = 0.02660 k @ 2.0 ft, (Guardrail = 20 plr1 .33 ft = 26.6 lb) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.462 1 Maximum Shear Stress Ratio Section used for this span 2x8 Section used for this span fb: Actual = 558.15psi fv: Actual Fb: Allowable = 1,207.50psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.665ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio= 941 >=360 Span: 1 : L Only Max Upward Transient Deflection -0.067 in Ratio= 718>=360 Span: 2 : L Only Max Downward Total Deflection 0.110 in Ratio= 875>=240 Span: 2 : D Only Max Upward Total Deflection -0.066 in Ratio= 728>=240 Span: 2 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ra I0s Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M DOnly Length = 8.0 ft 1 0.063 0.041 0.90 1.200 1.00 1.15 1.00 1.00 1.00 O.Q7 68.02 Length = 2.0 ft 2 0.063 0.041 0.90 1.200 1.00 1.15 1.00 1.00 1.00 O.Q7 68.02 +D+L 1.200 1.00 1.15 1.00 1.00 1.00 Length= 8.0 ft 1 0.462 0.275 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.61 558.15 Length= 2.0 ft 2 0.177 0.275 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.23 213.76 +D+0.750L 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.0 ft 1 0.285 0.172 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.47 430.12 Length = 2.0 ft 2 0.117 0.172 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.19 177.32 Design OK = 0.275 : 1 2x8 = 46.69 psi = 170.00 psi +D+L = 7.419ft Span# 1 flear 'i7alues F'b V fv F'v 0.00 0.00 0.00 0.00 1086.75 0.05 6.30 153.00 1086.75 0.04 6.30 153.00 0.00 0.00 0.00 0.00 1207.50 0.34 46.69 170.00 1207.50 0.15 46.69 170.00 0.00 0.00 0.00 0.00 1509.38 0.27 36.59 212.50 1509.38 0.13 36.59 212.50 Project Title: Engineer: Project ID: ProJect Descr: Wood Beam Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 5 LI #: W-06014515, Build:20.22.4.26 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: DJ-1 -2x8 Deck Joist at 16" o.c. Maximum Forces & Stresses for Load Combinations Load Combination IOS Segment Length Span# V Cd CFN Ci Cr Cm +0.600 1.200 1.00 1.15 1.00 Length = 8.0 ft 1 0.021 0.014 1.60 1.200 1.00 1.15 1.00 Length = 2.0 ft 2 0.021 0.014 1.60 1.200 1.00 1.15 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span +O+L 1 2 0.1096 3.888 0.0000 3.888 Ct CL M 1.00 1.00 1.00 1.00 0.04 1.00 1.00 0.04 Load Combination L Only Vertical Reactions Support notation : Far left is #1 Load Combination vera Imum Overall MINimum O Only +O+L +O+0.750L +0.600 L Only Support 1 Support 2 Support 3 . 33 0.599 0.299 0.499 0.033 0.100 0.333 0.599 0.258 0.474 0.020 0,060 0.299 0.499 0.00 40,81 1932.00 40,81 1932.00 V 0.00 0.03 0.02 fv F'v 0.00 0.00 3.78 272.00 3,78 272.00 Max. "+" Dell Location in Span 0.0000 0.000 -0,0668 2.000 Values in KIPS 6 Project Title: Engineer: Project ID: Hughes Deck MN 22-157.00 Project Descr: Wood Beam Project File: 22-157.00 Hughes Deck.ec6 LI #: KW-06014515, Build:20.22.3.31 DUNN SAVO E INC. STRUCTURAL ENGINEERS DESCRIPTION: Edge Joist -(2) 2x8 Deck Joist at 16" o.c . CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) EN RCAL INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : IBC 2018 Fb + 875.0 psi 875.0psi 600.0 psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing .. Douglas Fir-Larch No.2 Beam Is Fully Braced against lateral-torsional buckling 0(0.02) • oco.01064l qo.019e> 3.0 X 7.250 Span= 8.0 ft Fb- Fc -Pr11 Fe -Perp Fv Ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf Repetitive Member Stress Increase • • D(0.02) • • * • D(0.01064l L(0.0798) V V * f 3.0 X 7.250 Span =2.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.0080, L = 0.060 ksf, Tributary Width = 1.330 ft, (Deck) Uniform Load : D = 0.020 ksf, Tributary Width = 1.0 ft, (Guardrail) Load for Span Number 2 Uniform Load : D = 0.0080, L = 0.060 ksf, Tributary Width= 1.330 ft, (Deck) Uniform Load : D = 0.020 ksf, Tributary Width = 1.0 ft, (Guardrail) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.294 1 Maximum Shear Stress Ratio Section used for this span 3.0 X 7.250 Section used for this span fb: Actual = 354.56psi fv: Actual Fb: Allowable = 1,207.50psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.754ft Location of maximum on span Span # where maximum occurs = Span # 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio= 1883>=360 Span: 1 : L Only Max Upward Transient Deflection -0.033 in Ratio= 1436>=360 Span: 2 : L Only Max Downward Total Deflection 0.071 in Ratio = 1360>=240 Span: 1 : +D+L Max Upward Total Deflection -0.046 in Ratio= 1038>=240 Span: 2 : +D+L Maximum Forces & Stresses for Load Combinations Load Combination ax S ress a10S omen Vaues Segment Length Span# M V Cd CFN C i Cr Cm Ct CL M fb DOnly Length = 8.0 ft 1 0.091 0.051 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.22 98.37 Length = 2.0 ft 2 0.026 0.051 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.06 27.98 +D+L 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.0 ft 1 0.294 0.164 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.78 354.56 Length = 2.0 ft 2 0.084 0.164 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.22 100.85 +D+0.750L 1.200 1.00 1.15 1.00 1.00 1.00 Length = 8.0 ft 1 0.192 0.108 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.64 290.51 Design OK = 0.164:1 3.0 X 7.250 = 27.95 psi = 170.00 psi +D+L = 7.419ft = Span# 1 F'b V F'v 0.00 0.00 0.00 0.00 1086.75 0.11 7.75 153.00 1086.75 0.04 7.75 153.00 0.00 0.00 0.00 0.00 1207.50 0.41 27.95 170.00 1207.50 0.15 27.95 170.00 0.00 0.00 0.00 0.00 1509.38 0.33 22.90 212.50 Project Title: Engineer: Project ID: Project Descr: Hughes Deck MN 22-157.00 7 I Wood Beam Project File: 22-157.00 Hughes Deck.ec6 LIC#: KW-06014515, Build:20.22.3.31 DUNN SAVOIE INC. STRUCTURAL ENGINEERS DESCRIPTION: Edge Joist -(2) 2x8 Deck Joist at 16" o.c. Maximum Forces & Stresses for Load Combinations Load Combination IOS Segment Length Span# V Cd CFN Ci Cr Cm Length = 2.0 ft 2 0.055 0.108 1.25 1.200 1.00 1.15 1.00 +0.60D 1.200 1.00 1.15 1.00 Length = 8.0 ft 1 0.031 0.017 1.60 1.200 1.00 1.15 1.00 Length = 2.0 ft 2 0.009 0.017 1.60 1.200 1.00 1.15 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span +D+L 1 2 0.0705 3.933 0.0000 3.933 Ct CL 1.00 1.00 0.18 1.00 1.00 1.00 1.00 0.13 1.00 1.00 0.04 Load Combination +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 (c) ENERCAL INC 1983-2022 hear'ilalues F'b V fv F'v 82.64 1509.38 0.13 22.90 212.50 0.00 0.00 0.00 0.00 59.02 1932.00 0.07 4.65 272.00 16.79 1932.00 0.03 4.65 272.00 Max. "+" Dell Location in Span 0.0000 0.000 -0.0462 2.000 Values in KIPS ~v-e..,.ra,.,,,.......,~,-m-u_m ___________ --x-_~o.""6"""" _______________________ _ Overall MINimum 0.299 0.499 D Only 0.1 15 0.192 +D+L 0.414 0.690 +D+0.750L 0.339 0.566 +0.60D 0.069 0.115 L Only 0.299 0.499 8 Project Title: Engineer: Project ID: Hughes Deck MN 22-157.00 Project Descr: Wood Beam Project File: 22-157.00 Hughes Deck.ec6 LC# : KW-06014515, Bui :20.22.3.31 DESCRIPTION: DB-1 -6x14 DF#1 CODE REFERENCES DUNN SiWOIE INC. STRUCTURAL ENGINEER-$ Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties (c) ENERCAL INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : IBC 2018 Fb + Fb - 1350psi 1350psi 925 psi 625psi 170 psi 675 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.1 Fc -Pr11 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.05 L 0.375 6x14 Span= 18.0 ft Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.21 pcf Ap lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0080, L = 0.060 ksf, Tributary Width= 6.250 ft, (DJ-1) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.916 1 Maximum Shear Stress Ratio = 0.398: 1 Section used for this span 6x14 Section used for this span 6x14 fb: Actual = 1,236.36 psi fv: Actual = 67.68 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.000ft Location of maximum on span = 16.883 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.494 in Ratio= 437>=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.560 in Ratio= 385>=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ratios Sl'iear 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 18.0 ft 1 0.120 0.052 0.90 0.987 1.00 1.00 1.00 1.00 1.00 2.03 145.45 1215.00 0.39 7.96 153.00 +D+L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 0.916 0.398 1.00 0.987 1.00 1.00 1.00 1.00 1.00 17.21 1,236.36 1350.00 3.35 67.68 170.00 +D+0.750L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.0 ft 0.571 0.248 1.25 0.987 1.00 1.00 1.00 1.00 1.00 13.42 963.64 1687.50 2.61 52.75 212.50 +0.600 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.0 ft 1 0.040 0.018 1.60 0.987 1.00 1.00 1.00 1.00 1.00 1.22 87.27 2160.00 0.24 4.78 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span +D+L 1 0.5596 9.066 0.0000 0.000 I Wood Beam LIC#: KW-06014515, Build:20.22.3.31 DESCRIPTION: DB-1 -6x14 DF#1 Vertical Reactions Load Combination Overall 1mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Project Title: Engineer: Project ID: Project Descr: DUNN SAVOIE I C. STRUCTURAL ENGINE R Hughes Deck MN 22-157.00 9 Project File: 22-157.00 Hughes Deck.ec~ (c) ENERCAL INC 1983-2022 Support notation : Far left is #1 Support 1 Support 2 Values in KIPS .8"'1:-.,._=5---------------------- 3.375 3.375 0.450 0.450 3.825 3.825 2.981 2.981 0.270 0.270 3.375 3.375 4/25/22, 11 :05 AM U.S. Seismic Design Maps 10 OSHPD 2780 Highland Dr, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1693577, -117.3398185 ' Hollander Dental Associates 0 Buena Vista Y Elementary School D K Painting 9 Hair Addix9 i ., 0 <:>. ~ ~ -· iQ YI 0 Google ! Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.04 S1 0.378 SMs 1.248 SM1 null-See Section 11.4.8 Sos 0.832 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.457 FpGA 1.2 PG~ 0.548 TL 8 SsRT 1.04 SsUH 1.159 SsD 1.5 S1RT 0.378 S1UH 0.417 S1D 0.6 PGAd 0.535 CRs 0.898 CR1 0.908 https://seismicmaps.org Cynthia Ln Buena Vista ft Reservoir Park T Kingdom Hall of ft Jehovah's Witnesses Y <::;/' o~\\\?>~e .,c.'O'c> C, Map data ©2022 Description 4/25/2022, 11 :05:06 AM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s 1/2 11 JOB HUGHES DECK SHEET NO. OF CALCULATED BY MN DATE 5/22 CHECKED BY DATE ffll DUNN SAV□IE INC, STRUCTURAL E:NGINEERING 90B S . CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 SCALE JOB # 22-157.00 SESIMIC ANALYSIS I 1ST FLOOR Building Structure Steel Special Cantilever Column System Therefore, per 2018 IBC, for the entire structure, R= 2.50 Per IBC 2018, ASCE 7-16 Chapter 11, 12, 13, 15 Seismic Design Criteria Method 2 Soil Site Class D Input the coordinate of project Latitude 33.16936 Longitude -117.3398 From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss= 1.04 g Fa= 1.200 S1 = 0.378 g Fv = 1.922 Seiemic Design Category (SOC) Determination Risk Category of Building II Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec S1 = 0.378 Therefore, SOC = D D < 0.75g D ======== Equivalent lateral force procedure To Determine Period C1 = 0.02 X = 0.75 Building ht. H0 = 11.5 ft 1.4 for So1 of 0.485g Oa= 1.25 Cd= 2.50 Table 20-3-1, Default= D (24° to so0 ) (-125° to -65°) SMS= 1.248 g SM1= 0.727 g SOS= 0.832 g S01= 0.485 g Table 1.5-1 Table 11.6-1 Table 11.6-2 Section 11.6 NOT Apply ! Section 12.8 Table12.8-2 Table12.8-1 Approx Fundamental period, Ta= C1(h0t = 0.125 TL= 8 Sec Figure 22-15 CalculatedTshallnotexceed:5 Cu.Ta =0.175 UseT= 0.125 sec. Per Section 11.6 T s 0.8Ts = 0.8 So1/Sos = 0.466 sec. OK! Site-Specific Ground Motion Response Analysis 11.4.8 Exception (2) Does Soil Site Class= D & S1 > 0.2 1.5 Ts= 0.874399 T < 1.5 Ts Is Structure Regular & S 5 stories ? Response Spectral Acc.( 0.2 sec) Ss = Yes 1.50g No YES --+ Ts= 0.58 Eq (12.8-2) Control Section 12. 8.1. 3 Fa= 1.00 @ 5% Damped Design Sos= ½(F8 .Ss) = 0.010g (11.4-3) Table-12.2-1 Response Modification Coef. R = 2.5 Over Strength Factor n0 = 1.3 Importance factor I= 1.00 Seismic Base Shear V = C • W Cs= __ S_os;...__ R/1 So1 or need not to exceed, C1 = (R/1).T So1TL orCs=--.---T2(R/I) Cs shall not be less than = 0.037 Min Cs = 0.5S11/R Use Cs= 0.333 Design Base Shear V = 0.333 W =0.333 = 2.330 N/A N/A ForT > TL For S1 2: 0.6g Table 11 .5-1 (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) x 0.7 (ASD) X 1.3 (r) = 0.303 W Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 E-mail: d1l@1urfd1l.com \lb~. o.lOl( 1' W,r~ ~ o. lO\{ '}.. 2.. ;; o. ' re.. fi :: t,,.(, ,C. 0 . .rJt f!t r,~rt) -rCtxC\J c _ 0. t ~ ,. LI 1'. "J I I -o ,... ( l}C.1~) f-(t,c.~) 12 Joe _2-2.:;__-_,_s_,_.o_o_-=---H:..:\J:....::"'-~""--=e.:....:S::....__:.b~£=~C...!:"-~-- SHEETNO. _______ OF _____ _ CALCULATED BY--"-""-'-"'-----DATE O $ f O), / 2, l... CHECKEDBV _______ DATE ____ _ SCALE ______________ _ ( J{O t). \fl<. -.. 2 .. f) le.. (: · 1-Jal 4 4,j ( :· /.1J-'t-!!rJ ' 1/t/ 5/9/22, 2:06 PM L\TC Hazards by Location Search Information Address: Coordinates: 2780 Highland Dr, Carlsbad, CA 92008, USA 33.1693577, -117.3398185 Elevation: 165 ft Timestamp: 2022-05-09T21 :06:48.1442 Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI 25-Year 72 mph MRI 25-Year MRI 50-Year 77 mph MRI 50-Year MRI 100-Year 82 mph MRI 100-Year Risk Category I 89 mph Risk Category I Risk Category II 96 mph Risk Category II Risk Category Ill 102 mph Risk Category Ill-IV Risk Category IV 107 mph ATC Hazards by Location 1lina lslona ssent1al l r.ta6ital... 72 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph Temecula 0.. 13 L.d 1.-1 Cleveland Anza-1 National forest De Statt ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsitP. <foP.s not imnlv ::mnrovi:11 hv thP. oovP.rnino huil<fino r.o<fe ho<fiP.s rP.snonsihlP. for huil<fino r.o<fe annroval an<f internrP.tation for thP. https://hazards.atcouncil.orgf#/wind?lat=33.1693577&Ing=-117.3398185&address=2780 Highland Dr%2C Car1sbad%2C CA 92008%2C USA 1/2 JOO Tm.I HUGHES DECK J08NO. 22-157.00 IHEIETNO. Company Addr- City, Slat• Phone CALCUU.TED IV MN DATI! ~ CHICKB>IY 0,1.Tl Wind Loads : Uttlmtde Wnd Speed Nominal Wind 8l)Hd Risk Category &poMJte Category Endoaure Clataf. Internal pressure lllredlonality (Kd) Kh c:eM1 Kh caee2 Type ol roof ToPPPCnPbic Factm Topogrophy Hit Height (H) Ho~ H N LOflglh (LI,) Actual HILh lJMHIU, Modifled Lh From top of aelt: x • Bldg up/down -.Ind? HIU,• 0.00 xiU, • 0.00 z/1.h • 0.00 At Mean Roof Ht ASCE 7-16 05mph 74.4 mph II B Portlalty Endooed +J..O,SS 0.85 0,701 0.505 Mon""- Flot 0.0ft o.on 0.00 0.00 0.0ft 0.0ft down"4nd K, • 0,000 K:• 0.000 K, • 1.000 Kzt • (1 +K,K2K3)"2 • 1.00 H< eotl;op B .. Kzl,ot.0 GYlt Efftct Factor Aedbl•atnJ<:taeif naturm frequency< 1 Hz (T > 1 HCond). h• 17.0ft If builclng hi9>4 then mey be fte>dbla and llholid be hweltlgl!ed. B• 10.0ft Ml• 1.70 lz (0.llh) • 30.0 ft G• 0.86 Using rigid llnJctuto dotoutt Biald ltructum Fttllblt Pt PYoamlGIMY Atn1ftjyt Structuct t = 0.33 c• Oo, 0v• .... Q• 320ft 30ft 0.30 3.4 310.0ft 0.94 I,• 0.30 o • o.89 uu o ■ a.as enc101ure c1111mcat1on 3,41Cf ('11) • 0.0 Hz Oomplng rotio (JI) • O lb• O.◄S la• 0.25 VZ • 01.9 N1 • 0.00 H,,• 0.000 R,.. 28.232 .... 28.282 Ri.. 28.282 Ill,. 0.000 R • 0.000 Gf • 0.000 TUSfArEocleffd BuHdloa· Ao< 0.01Ag or4 sf, wt1chevetl9lfflllller I11t for Open Buildioa• All w.ia. are a1 ~HI: 80% open. Ao t O.ISAQ Ju t for PadWIY Encla1td Buildlne· PredDmnately open on one side only ~-~-~- Conclllont to quaily H Partlally Enctosad Btildlng. MUii satialy oi of the follo"4ng: Ao i 1.1Aat Ao» amalter of -4' or 0.01 Ag AC./A(j:si 0.20 YJhe,e: Ao • u,e totaA a,ea of openlnge In a watt that receive& potiave ntemlll pretWre. AQ • the gt°" ., .. of that wail In v,t,lch AD Is ldontlffed. 0.000 0.000 0.000 Ao/ • the .um of th• areaa of OJM)r1ing,1 In the bukllng envelope (weh and root) not lnduding Ao. Afj • the turn or the gross IUrlece aroaa of the buklng envelope (wals and roof) not lndudlng AQ. h• Int far PtflllRY OAtD RuHdlDA' A. WlcJng that don nC( qualify as open, end068Ci or partlalty encloud. (Thia type bulking 'MM ht.Ye same Wnd p,euurea • an enclosed blJlldlng, Reduction flttorfor 1,ra, YOlum, PIGIIHY IOCIOlld bUHdlOAl (811 i If the pertlally encloled biking contlint A ~ngte room that ls unpartitioned , the intemal preaure coefficient may be muhfpfied ~ the redudlon factor Rf. Total ., .. of el WIii & root -rlngo (Aog): Unpartitioned Internal volume (\II) : Ground Eieyatton Factor (Kel Grd level above MIi levej • Constant• 0.0ft 0.00258 RI• o.r 0 cf 1.00 Adj Con&tant • 0.00258 Ke• 1.0000 17.0ft 14 Company Address City, State Phone JOB TITLE HUGHES DECK JOB NO. 22-157.00 CALCULATED BY MN --------CHECKEDBY -------- 15 SHEET NO. DATE ----,5-,-/9,..,/2,,...2c- DATE ---- Wind Loads -MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.60 h = 17.0 ft Base pressure (qh) = 11.9 psf ridge ht = 17 .0 ft Roof Angle (8) = 1.2 deg L = 18.0 ft Roof tributary area -(h/2)'L: 153 sf B = 10.0 ft (h/2)"B: 85 sf GCpi= G= z for qi : qi= Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge BIL= 0.56 h/L = 1.70 Surface Cp qhGCp w/+q,GCp1 w/-qhGCpi Dlsl' Windward Wall fY'IW) 0.80 8.1 see table below Leeward Wall (LW) -0.50 -5.1 -11.6 1.5 Side Wall (SW) -0.70 -7.1 -13.7 -0.5 Leeward Roof (LR) .. Neg Windward Roof: o to h/2• -1.23 -12.5 -19.1 -5.9 0 to h/2* > h/2• -0.70 -7.1 -13.7 -0.5 h/2 to h* h to 2h• Pos/rnin windward roof press. -0.18 -1.8 -8.4 4.7 Min press. +/-0.55 0.85 17.0 ft 11.9 psf for positive internal pressures Wind Parallel to Ridge UB = 1.80 h/L = 0.94 Cp qhGCp w/ +q,GCp1 w/ -qhGCp1 0.80 8.1 see table below -0.34 -3.5 -10.0 3.1 -0.70 -7.1 ·13.7 -0.5 Included in windward roof -1.26 -12.7 -19.3 -6.2 -0.72 -7.3 -13.9 -0.8 -0.68 -6.9 -13.5 -0.3 -0.18 -1.8 -8.4 4.7 **Roof angle < 1 o degrees. Therefore, leeward roof is included In windward roof pressure zones. *Honzontal distance from windward edge h= NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Wlndw rd W II Pr r Combined WW+ LW Windward Wall z Kz Kzt q2GCp w/+qIGCpI w/-qhGCp1 Oto 15' 0.57 1.00 7.8 1.3 14.4 17.0 ft 0.60 1.00 8.1 1.6 14.7 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Kz 0.0 ft 0.57 Windward parapet: Leeward parapet: Kzt 1.00 0.0 psf 0.0 psf qp (psi) 0.0 (GCpn = +1.5) (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : Normal Parallel to Ridge to Ridge 12.9 11.3 13.2 11.6 8.1 psf (upward) For rnonoslope roofs, entire roof surface is either windward or leeward surface. 16 JOB HUGHES DECK 1111 """" ••=" '"" STRUCTURAL ENOIN EERINO SHEET NO. OF 909 Iii, CLEVELAND SiT , CALCULATED BY MN DATE 5/22 OCEANBIOE, CA. 9 2054 PH: (760) 966-6355 CHECKED BY DATE F"A.X: (76□} 965-636□ JOB# 22-157.00 SCALE mw2 LRFD ASD z Normal Parallel Normal Parallel CODE: ASCE 7-16 to Ridi:ie to Ridi:ie to RidQe to Ridi:ie 0 to 15' 12.9 11.3 7.7 6.8 Exposure B 15 to 17' 13.2 11.6 7.9 7.0 Wind Speed (mph) 96 MIN 16.0 16.0 9.6 9.6 Roof Pitch Flat Parapet 0.0 0.0 0.0 0.0 Mansard parapet TOTAL FORCE Wall Height (ft) 1st FL 9 Pitch (ft) 0.0 2nd Fl 8.0 Parapet 0.0 -- -Overhani:i (ft) 0 1-3 Wind Force Roof Leni:ith (ft) Area (ft) Force (lb) Trib Heii:iht Load (PLF) 1-2 8.00 32 307 4.0 38 2-3 2.00 8 77 4.0 38 Total 10.0 32 384 1-3 Wind Force Roof Length (ft) Area (ft) Force (lb) Trib Height Load (PLF) 1-2. 8.0 68 653 8.5 82 2-3. 2 17 163 8.5 82 Total 10.0 85 81 6 17 IJ, DUNN SAVOIE INC. JOB HUGHES DECK STRUCTURAL ENGINEERING SHEET NO. OF 908 S. CLEVELAND ST, MN 5/22 OCEANSIDE, CA, 92054 CALCULA TEO BY DATE PH: (750) 966-5355 CHECKED BY DATE FAX: (760) 966-6360 SCALE JOB# 22-157.00 DI APHRAGMS R oof Diaphragms (Wind) Line VYPLF L B V V M C=T 1-2 38 8.0 18.00 154 9 307 17 # 2-3 38 2.0 18.00 38 2 19 1 # Fl oor Diaphraams (Wind) Line WPLF L B V V M C=T 1-2. 82 8.0 18.00 326 18 653 36 # 2-3. 43 2.0 18.00 43 2 22 1 # 18 [II OUNN SAVOIE INC. JOB HUGHES DECK STRUCTURAL ENGINEERINl3 SHEET NO. OF 90B S. CLEVELAND ST, MN 5/22 □CEANSIOE, CA. 92054 CALCULATEO BY DATE PH! (760) 966-6355 CHECKED BY DATE FAX: 1760) 966-6360 SCALE JOB# 22-157.00 Main House Load Loads to Lines (Wind) 1-3 V1 D Level lb) Line PH Roof 3rd FL 2nd FL 1st FL Sub PH Roof 3rd FL 2nd FL 1st FL Comment 1 154 326 480 154 326 2 192 370 562 230 413 3 38 43 82 0 0 Total 0 384 0 0 739 1123 0 384 0 0 739 1-3 A-C Controllng Loads Controllng Loads Direction Seis/Wind Direction Seis/Wind ROOF Wind ROOF Wind Project Title: Engineer: Project ID: Project Descr: Steel Column Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 19 LIC#: KW-06014515, Build:20.22.5.16 DUNN SAVOIE INC. TRUCTURAL ENGINEERS (c) ENER AL INC 1983-2022 DESCRIPTION: P1 -HSS 6x6x1/2 -Lateral Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS6x6x1/2 Analysis Method : Overall Column Height 17.0 ft Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 17.0 ft, K = 2.1 Y-Y (depth) axis: Applied Loads Column self weight included : 596.86 lbs • Dead Load Factor AXIAL LOADS ... DB-1 : Axial Load at 9.0 ft, D::: 0.450, L::: 3.375 k BENDING LOADS ... Unbraced Length for buckling ABOUT X-X Axis= 17.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Wind load (shared by 2 columns): Lat. Point Load at 17.0 ft creating Mx-x, W::: 0.1150 k Wind load (shared by 2 columns): Lat. Point Load at 9.0 ft creating Mx-x, W ::: 0.2065 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 : Allowabh Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.1115 : 1 +D+L 0.0 ft 4.422 k 39.669 k 0.0 k-ft 45.449 k-ft 0.0 k-ft 45.449 k-ft 0.002725 : 1 +D+0.60W 0.0 ft 0.1929 k 70.779 k Maximum Axial + Bending Stress Ratios Load Combination DOnly +D+L +D+0.750L +D+0.60W +D+O. 750L +0.450W +0.60D+0.60W +0.60D Maximum Reactions Stress Ratio Status Location Cbx 0.026 PASS 0.00 ft 2.11 0.111 PASS 0.00 ft 2.11 0.090 PASS 0.00 ft 2.11 0.064 PASS 0.00 ft 2.11 0.083 PASS 0.00 ft 2.11 0.058 PASS 0.00 ft 2.11 0.016 PASS 0.00 ft 2.11 Maximum Load Reactions .. 0.0 k O.Ok 0.0 k Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y 0.3215 k Maximum Load Deflections ... Along y.y 0.3750 in at for load combination :w Only Along X-X 0.0 in at for load combination : 17.0ft above base 0.0ft above base Cby Kxlx/Ry KyLy/Rx Maximum Sb1::ac Ratios Stress Ratio Status Location 1.00 192.11 192.11 0.000 PASS 0.00 ft 1.00 192.11 192.11 0.000 PASS 0.00 ft 1.00 192.11 192.11 0.000 PASS 0.00 ft 1.00 192.11 192.11 0.003 PASS 0.00 ft 1.00 192.11 192.11 0.002 PASS 0.00 ft 1.00 192.11 192.11 0.003 PASS 0.00 ft 1.00 192.11 192.11 0.000 PASS 0.00 ft Note: Only non-zero reactions are listed. Load Combination Axial Reaction @Base X-X Axis Reaction @Base @ Top k Y • Y Axis Reaction @ Base @Top Mx • End Moments k-ft My • End Moments @ Base @ Top @ Base @ Top DOnly +D+L +D+0.750L +D+0.60W +D+0.750L +0.450W 1.047 4.422 3.578 1.047 3.578 0.193 0.145 -2.288 -1.716 Project Title: Engineer: Project ID: ProJect Descr: Steel Column Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 20 L C : K -06014515, Bui d:20.22.5.16 DU N SAVOIE INC. STRUCTURAL ENGINEERS (c} ENERCALC IN 1983-2022 DESCRIPTION: P1 -HSS 6x6x1/2 -Lateral Maximum Reactions Load Combination +0.60D+0.60W +0.60D LOnly WOnly Extreme Reactions Axial Reaction @Base 0.628 0.628 3.375 Axial Reaction Item Extreme Value @Base Axial@Base Maximum 4.422 Minimum Reaction, X-X Axis Base Maximum 1.047 Minimum 1.047 Reaction, Y-Y Axis Base Maximum Minimum 1.047 Reaction, X-X Axis Top Maximum 1.047 Minimum 1.047 Reaction, Y-Y Axis Top Maximum 1.047 Minimum 1.047 Moment, X-X Axis Base Maximum 1.047 Minimum Moment, Y-Y Axis Base Maximum 1.047 Minimum 1.047 Moment, X-X Axis Top Maximum 1.047 Minimum 1.047 Moment, Y-Y Axis Top Maximum 1.047 Minimum 1.047 X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top -3.814 Maximum Deflections for Load Combinations Load Combination D Only +D+L +D+0.750L +D+0.60W +D+0.750L +0.450W +0.60D+0.60W +0.60D L Only WOnly Steel Section Properties Depth = Design Thick = Width = Wall Thick = Area Weight Max. X-X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft HSS6x6x1/2 6.000 in I xx = 0.465 in s xx 6.000 in Rxx = 0.500 in zx 9.740 in"2 I yy = 35.109 plf Syy = R yy = 0.000 in k Y-Y Axis Reaction @ Base @Top k 0.193 0.322 Y-Y Axis Reaction @Base @Top 0.322 0.322 0.322 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.225 in 0.169 in 0.225 in 0.000 in 0.000 in 0.372 in 48.30 in"4 16.10 in"3 2.230 in 19.800 in"3 48.300 in"4 16.100 in"3 2.230 in Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top -2.288 -3.814 Mx -End Moments @Base -3.814 -3.814 -3.814 Distance 0.000 ft 0.000 ft 0.000 ft 17,000 ft 17.000 ft 17.000 ft 0.000 ft 0.000 ft 16.886 ft @Top J = C k-ft My -End Moments @Base @Top 81.100 in114 28.100 in"3 Project Title: Engineer: Project ID: Project Descr: I Steel Column LIC#: KW-06014515, Build:20.22.5.16 DUN AVOIE INC. STRUCTURA ENGINEERS DESCRIPTION: P1 -HSS 6x6x1/2 -Lateral Sketches C 0 0 <D +Y Load 1 / 6.00in +X Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 21 (c) ENER AL INC 1983-2022 I Project Title: Engineer: Project ID: Project Descr: Hughes Deck MN 22-157.00 22 Pole Footing Embedded in Soil Project File: 22-157.00 Hughes Deck.ec6 UC#: KW-06014515, Build:20.22.5.16 DESCRIPTION: F1-Flagpole for P1 DUNN SAVOIE INC. STRUCTURAL ENGINEERS Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Pole Footing Shape Pole Footing Width .......... . Rectangular 36.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .............. . Max Passive ............... . Controlling Values Governing Load CombinatteD+0.60W Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual 200.0 pcf 1,500.0 psf 0.1929 k 2.508 k-ft Point Load (c) ENER ALC INC 1983-2022 Allowable 201.192 psf 201 .298 psf Soil Surface No lateral restraj_m_ • ~ Minimum Required Depth Footing Base Area Maximum Soil Pressure Applied Loads Lateral Concentrated Load {k) D: Dead Load Lr : Roof Live L : Live S: Snow W :Wind E : Earthquake H : Lateral Earth Load distance above ground surface k k k k 0.3215 k k k 13.0 ft Load Combination Results Load Combination DOnly +D+L +D+0.750L +D+0.60W +D+0. 750L +0.450W +0.60D+0.60W +0.60D 3.125 ft 9.Q ftA2 0.4250 ksf Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface Forces @ Ground Surface Loads -(k) Moments -(ft-l<) 0.000 0.000 0.000 0.000 0.000 0.000 0.193 2.508 0.145 1.881 0.193 2.508 0.000 0.000 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft ft Required Depth -(ft) 0.13 0.13 0.13 3.13 2.75 3.13 0.13 ~ ~ ..;, Vertical Load (k) 0.450 k k 3.375 k k k k k Pressure at 1/3 Depth Soil Increase Actual -(psf) Allow-(psf) Factor 0.0 0.0 1.000 0.0 0.0 1.000 0.0 0.0 1.000 201.2 201 .3 1.000 180.9 182.3 1.000 201.2 201 .3 1.000 0.0 0.0 1.000 SIMPSON Strong-Tie Anchor Designer™ Software Version 3.0.7947.0 1.Proiect lnfonnatlon Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor lnfonnatlon: Anchor type: Cast-in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, h., (inch): 8.000 Anchor category: - Anchor ductility: Yes hm1n (inch): 10.25 Cm1n (inch): 4.50 Sm1n (inch): 4.50 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt -PAB6 (3/4"0) • Companv: OSI Structural Enaineering Engineer: MN Project: Hughes Deck Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 46.50 State: Cracked Compressive strength, f c (psi): 2500 4-'c.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate I Date: I 5/9/2022 I Page: I 1/6 Length x 1/Vidth x Thickness (inch): 10.00 x 10.00 x 0.63 Yield stress: 36000 psi Profile type/size: HSS6X6X1/2 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 23 SIMPSON Strong-Tie Load and Geometry Anchor Designer™ Software Version 3.0.7947.0 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: No Strength level loads: N u1 [lb]: -3825 Vuax [lb]: 1340 V.,.y [lb]: 0 Mw [ft-lb]: 0 Muy [ft-lb]: 17420 Muz [ft-lb): 0 <Figure 1> 13401b Company: OSI Structural Engineering I Date: I 5/9/2022 Engineer: MN I Page: I 2/6 Project: Hughes Deck Address: Phone: E-mail: 38251b Input data and results must be checked for agreement With the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 24 SIMPSON Strong-Tie ii <Figure 2> Anchor Designer™ Software Version 3.0.7947.0 Company: Engineer: Project: Address: Phone: E-mail: DSI Structural Engineering MN Hughes Deck 8 0 ... I Date: I 5/9/2022 I Page: I 3/6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked ror plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 25 SIMPSON StJ:ong;-Tie Anchor Designer™ Software Version 3.0.7947.0 3, R!!!i!.!lting An!.hQr FQr!.H Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x. Nu, (lb) Vuax (lb) 0.0 335.0 2 0.0 335.0 3 12499.9 335.0 4 12499.9 335.0 Sum 24999.8 1340.0 Maximum concrete compression strain (%.): 0.44 Maximum concrete compression stress (psi): 1921 Resultant tension force (lb): 25000 Resultant compression force (lb): 28825 Eccentricity of resultant tension forces In x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 !t, StHI Stametb Qf Ani.bQ[ ID ItDIIQD {Sei., lU,H N,. (lb) ; 9N,. (lb) 19370 0.75 14528 ~-!;;QD!.rtte artillsQUt SlrtDgtb Qf Aas.bsu ID ItDlll!m (Sei., l Z,!t.~l Nb= kc;..✓rc11.,1·5 (Eq. 17.4.2.2a) kc ;.. fc (psi) her (in) Nb (lb) 24.0 1.00 2500 8.000 27153 ;NctJQ =; (ANcl A-) 'l'ec.N'l'e<1.N'l'c.N'l'cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) Ar.,c (in2) A-(ln2) c.,m,n (in) 'Pec,N 'Ped,N 'Pc,N 885.94 576.00 14.25 1.000 1.000 1.00 6, Pull2ut StreDgtb Qf ADi.bw ID ItDIIIQD (Sei., lU,31 ;N,,,, = ;'l'c,PNp = ;'Pc,P8At,,;fc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) 'Pc.P At,,; (in2) r c (psi) ; ;N,,,, (lb) 1.0 3.53 2500 0.70 49476 OSI Structural Engineering I Date: I 5/9/2022 MN I Page: I 4/6 Hughes Deck Shear load y, Shear load combined, Vuay (lb) ✓(Vuox)'+(Vuoy)' (lb) 0.0 335.0 0.0 335.0 0.0 335.0 0.0 335.0 0.0 1340.0 <Figure 3> 0 4 0 3 + 0 1 0 2 ':i'cp,N Nb (lb) ; ;NctJQ (lb) 1.000 27153 0.70 29234 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone; 925.560.9000 Fax; 925.847.3871 www.strongtie.com 26 SIMPSON Strong-Tie Anchor Designer™ Software Company: OSI Structural Engineering Engineer: MN Version 3.0.7947.0 Project: Hughes Deck Address: Phone: E-mail: B. Steel Strength of Anchor lo Shear (Sec, 17,5,1) V,. (lb) ;-,1 ; ;-,1;V,. (lb) 11625 1.0 0.65 7556 9, Concrete Breakout Strength of Anchor lo Shear (Sec, 17,5,2) Shear perpendicular to edge In x-dlrectlon: Vb.,= minl7(/e/ d.)02✓d.k✓fce.11·5; 9,i.✓rce.11 ·51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) I. (in) da (in) k fc (psi) c.1 (in) Vbx (lb) 6.00 0.750 1.00 2500 14.25 24207 ;vcbgx = ; (Ave/ Avco) 'f'ac,V'f'ed,v'f'c.v'f1.,vVbx (Sec. 17.3.1 & Eq. 17.5.2.1 b) '11,, V 769.50 913.78 1.000 0.900 1.000 1.000 Shear parallel to edge In y-dlrectlon: Vbx = minl7(/eld.)0·2✓d.-l.✓fce.11·5; 9k✓fce.11·51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b) ,. (in) d. (in) ..i. fc (psi) c., (in) Vbx (lb) 6.00 0.750 1.00 2500 14.25 24207 ;v""1Y = ;(2)(Avcl Avco) 'f'ec.v'f'o<1,v'f'c.v'f1..vVbx (Sec. 17.3.1, 17.5.2.1 (c) & Eq. 17.5.2.1 b) A ve (in2) Avco (in2) 'f'ac,v 'f'lld,V 'f'c,v '11,,v 769.50 913. 78 1.000 1.000 1.000 1.000 10, Concrete Prvout Strength of Anchor In Shear (Sec, 17,5,3) ;vcpg = ;kcpNcbf/ = ;kcp(ANcl ANco) 'f'ec.N'f'ed.N'f'c.N'l'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (ln2) A11c:o (in2) 'f'ec.N 'f'o<1,N 'f'c,N 2.0 1139.06 576.00 1.000 1.000 1.000 11, Results Interaction of Tensile and Shear Forces (Sec. 17,6,l Tension Factored Load, Nua (lb) Steel 12500 Concrete breakout 25000 Pullout 12500 Shear Factored Load, Vua (lb) Steel 335 T Concrete breakout x+ 1340 II Concrete breakout y+ 670 Pryout 1340 Interaction check Sec. 17.6 .. 1 0.86 0.00 Design Strength, IIINn (lb) 14528 29234 49476 Design Strength, 111Vn (lb) 7556 12842 28538 75174 Combined Ratio 86.0% PAB6 (3/4"0) with hef = 8.000 Inch meets the selected design criteria. Vbx (lb) 24207 Vbx (lb) 24207 'f'cp,N 1.000 27153 Ratio 0.86 0.86 0.25 Ratio 0.04 0.10 0.02 0.02 Permissible 1.0 I Date: I 5/9/2022 I Page: I 5/6 ;Vct,gx (lb) 0.70 12842 ;Vct,gy (lb) 0.70 28538 ;VC(J(J (lb) 0.70 75174 Status Pass (Governs) Pass Pass Status Pass Pass (Governs) Pass (Governs) Pass Status Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 27 SIMPSON Strong'-Tie 12, Warnings Anchor Designer™ Software Version 3.0.7947.0 Company: DSI Structural Enaineerina I Date: l 5/9/2022 Engineer: MN I Page: I 6/6 Project Hughes Deck Address: Phone: E-mail: -Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85fc per ACI 318 Section 22.8.3.2. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 28 Project Title: Engineer: Project ID: Proiect Descr: Hughes Deck MN 22-157.00 29 Steel Beam Project File: 22-157.00 Hughes Deck.ec6 LIC#: KW-06014515. Build:20.22.4.26 DUNN SAVOIE INC. STRUCTURAL ENGINEER-$ DESCRIPTION: Top Rail -HSS 2x2x1/8 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method :Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Bending Axis : Major Axis Bending D 0.020 H SS2x2x1/8 Span= 3.0 ft Fy : Steel Yield : E: Modulus : (c) ENERCALC IN 1983-2022 46.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.020 k/ft, Tributary Width = 1.0 ft, (DL) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.017: 1 HSS2x2x1/8 0.023 k-ft 1.341 k-ft DOnly Span# 1 0.000 in Ratio= 0.000 in Ratio= 0.003 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations D Only 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 <360 0 <360 13857 >=180 Span: 1 : D Only 0 <180 Design OK 0.005 : 1 HSS2x2x1/8 0.030 k 6.334 k D Only 0.000 ft Span# 1 Dsgn. L = 3.00 ft 0.01 7 0.005 0.02 0.02 0.01 2.24 1.34 1.00 1.00 0.03 10.58 6.33 +0.600 Dsgn. L = 3.00 ft 1 0.010 0.003 0.01 2.24 1.34 1.00 1.00 0.02 10.58 6.33 Overall Maximum Deflections Load Combination DOnly Vertical Reactions Load Combination vera ,mum Overall MINimum DOnly +0.600 Span Support 1 0.018 0.030 0.018 Max. "-" Defl Location in Span Load Combination 0.0026 1.509 Support notation : Far left is #' Support 2 0.018 0.030 0.018 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Engineer: Project ID: Project Descr: Steel Column Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 30 LIC#: K -06014515, Build:20.22.4.26 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Guardrail Post-HSS 2x2x1/8 Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Steel Section Name : HSS2x2x1l8 Overall Column Height 3.50 ft Analysis Method : Steel Stress Grade Fy : Steel Yield Allowable Strength E : Elastic Bending Modulus 46.0 ksi 29,000.0 ksi Applied Loads Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 10.657 lbs* Dead Load Factor AXIAL LOADS ... DL = 20 pit* 3 ft= 60 lb: Axial Load at 3.50 ft, D = 0.060 k BENDING LOADS ... Lateral: Lat. Point Load at 3.50 ft creating Mx-x, L = 0.20 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 : Allowabh Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.003054 : 1 DOnly 0.0 ft 0.07066 k 23.138 k 0.0 k-ft 1.341 k-ft 0.0 k-ft 1.341 k-ft 0.03158 : 1 +D+L 3.50 ft 0.20 k 6.334 k Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.20 k 0.0 k 0.0ft above base 0.0ft above base Maxjmum Axjal + Bending Stress Ratjos Load Combination Stress Ratio Status Location Cbx Cby Kxlx/Ry KyLy/Rx Maximum Shear Ratios Stress Ratio Status l ocation D Only +D+L +D+0.750L +0.60D Maximum Reactions Load Combination DOnly +D+L +D+0.750L +0.60D L Only 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.003 PASS 0.00 ft 0.002 PASS 0.00 ft Axial Reaction @Base 0.071 0.071 0.071 0.042 X-X Axis Reaction @ Base @ Top 1.00 1.00 0.00 0.00 0.000 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.032 PASS 3.50 ft 1.00 1.00 0.00 0.00 0.024 PASS 3.50 ft 1.00 1.00 0.00 0.00 0.000 PASS 3.50 ft Note: Only non-zero reactions are listed. k Y -Y Axis Reaction @Base @Top Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @ Top 0.200 0.150 0.200 Project Title: Engineer: Project ID: Project Descr: Steel Column Hughes Deck MN 22-157.00 Project File: 22-157.00 Hughes Deck.ec6 31 LI #: KW-06014515, Buil :20.22.4.26 DUNN SAVOIE INC. STRUCTURAL ENGINEERS (c) E ERCALC INC 1983-2022 DESCRIPTION: Guardrail Post-HSS 2x2x1/8 Extreme Reactions Axial Reaction Item Extreme Value @ Base X-X Axis Reaction @Base @Top Axial@ Base Maximum 0.071 Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum Moment, Y-Y Axis Base Maximum Minimum Moment, X-X Axis Top Maximum Minimum Moment, Y-Y Axis Top Maximum Minimum 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 0.071 Maximum Deflections for Load Combinations Load Combination DOnly +D+L +D+0.750L +0.600 LOnly Steel Section Properties Depth = Design Thick = Width = Wall Thick = Area = Weight = Ycg = Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS2x2x1/8 2.000 in I xx 0.116 in s xx 2.000 in R xx 0.125 in Zx 0.840 in"2 I yy 3.045 plf Syy Ryy 0.000 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft = = = = = k Y-Y Axis Reaction @ Base @Top 0.200 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.49 in"4 0.49 in"3 0.761 in 0.584 in"3 0.486 in"4 0.486 in"3 0.761 in Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft J = 0.796 in"4 C = 0.817 in"3 Project Title: Engineer: Project ID: Project Descr: Steel Column LIC#: KW-06014515, Build:20.22.4.26 D NN SAVOIE NC. STRUCTURAL EN INEERS DESCRIPTION: Guardrail Post -HSS 2x2x1 /8 Sketches C 0 0 N +Y Load 1 2.00in +X .,.. Hughes Deck MN 22-157.00 32 Project File: 22-157.00 Hughes Deck.ec6 (c) NE CALC INC 1983-2022 II I Dunn Savoie Inc. Structural Engineering 908 $. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 E-mail: dsi@surfdsi.com L ~ .i . .t' , p?r'~ = 2.ocr' "f-' 24,0 )C"l-S 33 JOB 2,2.-l,t =,.. C,0 SHEETNO. _______ OF _____ _ CALCULATEDev___./-1---'-N ____ DATE 0£ /o2.,f 2..2.... CHECKEDBY _______ DATE ____ _ SCALE ______________ _ =JOO JUo· ft -4 -- 'Ii-" -' '1-~ ~ ,, viJ"-; 3 =i-I ~"{~ , lt>::. I • .I, ~~-.r- w1 .: J )-9-"' I·' = 6 o l(. R -t'-/l'II\.- ~'l>~ -,~ ,i. "l-A) LEGAL DATA: PARCEL# 156-141-19--00 RESIDENTIAL SINGLE FAMILY 2780 HIGHLAND DR CARLSBAD, CA 92008 LEGAL DESCRIPTION: PM16290 PAR 4*DOC93-138947 IN PAR S&IN All OF 180 SQ FT OF PROPOSED DECK+ 180 SQ FT OF (E) DECK 2,574 SQ FT OF BUILDING/LIVABLE AREA 9,138 SQ FT LOT SIZE 32.1 % LOT COVERAGE OCCUPANCY GROUP: R-3/U (SINGLE FAMILY □'WELLING) ZONING: R-1 TYPE OF CONSTRUCTION: TYPE V-B WOOD FRAMED FIRE SPRINKLERS: NO GENERAL NOTES: THE CONTRACTOR SHALL ENSURE FULL COMPLIANCE WITH THE 2019 TRIENNIAL EDITION OF THE CALIFORNIA BUILDING CODE REQUIREMENTS, AND ALL OTHER STATE AND LOCAL CODE REQUIREMENTS. THE CONTRACTOR SHALL VERIFY ALL MATERIAL AND PRODUCT DIMENSIONS, INCLUDING ROUGH OPENINGS. v\'RITTEN DIMENSIONS ON THESE DRA\IVINGS SHALL TAKE PRECEDENCE OVER SCALED DIMENSIONS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN AND PROPER FUNCTION OF All COMPONENTS PERTAINING TO THE PROPOSED DECK. ENGINEERING NOTES: All STRUCTURAL DATA, INCLUDING BUT NOT LIMITED TO 'NINO SPEED CATEGORY, EXPOSURE CATEGORY, RISK CATEGORY, ADJUSTMENT FACTOR, PRESSURE ZONE CALCULATIONS, DOOR AND v\llNDOW DESIGN PRESSURES, AND ALL OTHER v\llND-LOAD REQUIREMENTS FOR THIS PROJECT SHALL BE SPECIFIED BY A LICENSED STRUCTURAL ENGINEER, AND SHALL TAKE PRECEDENCE OVER ALL OTHER DESIGNS AND NOTES CONTAINED IN THESE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADHERENCE TO ALL ENGINEERING REQUIREMENTS SPECIFIED BY THE STRUCTURAL ENGINEER FOR THIS PROJECT. NOTES SPECIFIC TO THIS PROJECT: IMPERVIOUS MOISTURE BARRIER AT DECK PER MANUFACTURER RECOMMENDATIONS. MANUFACTURER: CUSTOM BUILDING PRODUCTS, INC. ICC ESR #: 1413 CABLE RAILING SYSTEM: DESIGNED PER ICC R316.2 ELECTRICAL: E-1: EXTERIOR RECEPTABLE TO BE GFClf'-t.'P PER CEC 210.52(E), 210,8, AND 406.9(8) ENERGY COMPLIANCE: T1. PROPOSED LIGHTING LUMlNAIRES TO BE HIGH EFFICACY AND TO MEET THE FOLLO'MNG REQ.'S AS APPLICABLE PER CEC 150.0(K)(3) A) CONTROLLED BY A MANUAL ON AND OFF S'v\'ITCH THAT DOES NOT OVERRIDE TO ON THE AUTOMATIC ACTIONS OF ITEMS B) OR C) BELOW; AND BJ CONTROLLED BY PHOTOCELL ANO MOTION SENSOR. CONTROLS THAT OVERRIDE TO ON SHALL NOT BE ALLO\NED UNLESS THE OVERRIDE AUTOMATICALLY REACTIVATES THE MOTION SENSOR Vv1THIN 6 HOURS; OR C) CONTROLLED BY ONE OF THE FOLLO'NING METHODS: I. PHOTOCONTROL AND AUTOMATIC TIME SVv1TCH CONTROL It ASTRONOMICAL TIME CLOCK. Ill.ENERGY MANAGEMENT CONTROL SYSTEM. 2019 BUILDING CODE AND REGULATIONS 2019 TRIENNIAL EDITION OF CCR THE 2019 TRIENNIAL EDITION OF THE CALIFORNIA GODE OF REGULATION, TITLE 24 (CALIFORNIA BUILDING STANDARDS CODE) APPLIES TO ALL OCCUPANTS THAT APPLIED FOR A BUILDING PERMIT ON OR AFTER JANUARY 1, 2020 AND REMAINS IN EFFECT UNTIL THE EFFECTIVE DATE OF 2019 TRIENNIAL EDITION 'M-ltCH 'WILL BE JANUARY 1, 2020. THE CALIFORNIA BUILDING STANDARDS COMMISSION WEBSITE AT http://www.bsc.ca.gov/codes.aspx HAS LINKS TO vVHERE THE CODES CAN BE REVIEWED ONLINE AS 1/v'ELL AS INFORMATION ON vVHERE THE CODES CAN BE PURCHASED; PARTS 6, 11, AND 12 CAN BE DIRECTLY DOWNLOADED FOR FREE. THERE ARE 12 PARTS TO TITLE 24 AND THE APPLICABLE PARTS FOR MOST BUILDING DIVISION PERMIT APPLICATIONS ARE LISTED BELOW PART 2: THE 2019 CALIFORNIA BUILDING CODE (CBC) IS BASED ON THE 2015 lBC, BUT INCLUDES NUMEROUS STATE OF CALIFORNIA AMENDMENTS. PART 2.5: THE 2019 CALIFORNIA RESIDENTIAL CODE (CRC) IS BASED ON THE 2015 tRC, BUT INCLUDES NUMEROUS STATE OF CALIFORNIA AMENDMENTS ANO DOES NOT INCLUDE THE ELECTRICAL, ENERGY, MECHANICAL, OR PLUMBING PORTIONS OF THE IRC, AND INSTEAD PARTS 3 THROUGH 6 OF TITLE 24 AS LISTED BELOW APPLY. PART 3: THE 2019 CALIFORNIA ELECTRICAL CODE (CEC) IS BASED ON THE 2014 NEC 'WITH STATE OF CALIFORNIA AMENDMENTS. PART 4: THE 2019 CALIFORNIA MECHANICAL CODE (CMG) IS BASED ON THE 2015 UMC WITH STATE OF CALIFORNIA AMENDMENTS. PART 5: THE 2019 CALIFORNIA PLUMBING CODE (CPC) IS BASED ON THE 2015 UPC WITH STATE OF CALIFORNIA AMENDMENTS. PART 6: THE 2019 CALIFORNIA ENERGY CODE IS CURRENTLY BASED ON THE 2015 BUILDING ENERGY EFFICIENCY STANDARDS, AND PLEASE VISIT THE CALIFORNIA ENERGY COMMISSION 1/v'EBSITE AT https:/lw..vw.energy.ca.gov/tit1e24/2013standards 'M-IERE ADDITIONAL INFORMATION CAN BE FOUND AND COMPLIANCE MANUALS CAN BE DO'NNLOADED FOR FREE. EFFECTIVE DATE JULY 1, 2014. PART 9: THE 2019 CALIFORNIA FIRE CODE (CFC) IS BASED ON THE 2015 IFC l/iJITH STATE OF CALIFORNIA AMENDMENTS. PART 11: THE 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE (CAL GREEN CODE). THIS PART IS KNOWN AS THE CALIFORNIA GREEN BUILDING STANDARDS CODE, AND IT IS INTENDED THAT IT SHALL ALSO BE KNOWN AS CAL GREEN CODE BUILDING CODE REQUIREMENTS: THE DECK SHALL BE POSITIVELY ANCHORED TO THE PRIMARY STRUCTURE AND DESIGNED FOR BOTH THE VERTICAL AND LATERAL LOADS IN ACCORDANCE WITH FIGURE 4.507.B (2015 IRC FIGURE R507.1) /RC 2018 SECTION R507.8 /RC 2015 SECTION R507.1 WHERE THE LATERAL LOAD CONNECTION IS PERMITTED TO BE INSTALLED PER FIGURE 1, HOLDOWN TENSION DEVICES SHALL EB INSTALLED IN NOT LESS THAN TWO LOCATIONS PER DECK, WITHIN 24 INCHES OF EACH END OF THE DECK, AND HAVE AN ALLOWABLE TRESS DESIGN CAPACITY NOT LESS THAN 1,500 LB. /RC 2018 SECTION R507.9.2 IRC 2015 SECTION RS-07.2.4 WHERE THE LATERAL-LOAD CONNECTIONS ARE PROVIDED IN ACCORDANCE WITH FIGURE 2, THE HOLDOWN DEVICE SHALL EB WITHIN 24 INCHES OF EACH END OF THE DECK, AND HAVE AN ALLOWABLE STRESS DESIGN CAPACITY OF NOT LESS THAN 750 LB. IRC 2018 SECTION 45-07.9.2 /RC 2015 SECTION R507.2.4 LEDGER CONNECTIONS: LATERAL SUPPORT AT BAND JOISTS: 1-78 l FOR DECKS THAT ARE PARTIALLY SUPPORTED BY AN ADJACENT STRUCTURE (SUCH AS A HOUSE), THE CONNECTION BETWEEN THE DECK AND THAT STRUCTURE IS VITAL. A BOLTED OR SCREWED LEDGER-TO-RIM-BOARD CONNECTION 1S SUITABLE TO SUPPORT GRAVITY LOADS; HOViJEVER, IN SOME CASES THE BUILDING CODES REQUIRE A CONNECTION THAT IS ABLE TO RESIST LATERAL LOADS. IN THESE SITUATIONS, TENSION TIES ARE TYPICALLY CALLED OUT TO TIE THE JOSlTS OF THE DECK DlRECTL Y TO THE STRUCTURE. OTT DECK TENSION TIES ARE A SAFE, COST-EFFECTIVE SOLUTION DESIGNED TO MEET OR EXCEED LATERAL-LOAD CODE REQUIREMENTS FOR DECK CONSTRUCTION. 2780 HIGHLAND DR!t CARLSBAD, CA 9200 DTT1Z SATISFIES THE~ IRC PROVISION FOR A 750 LB. LATERAL LOAD CONNECTION TO THE HOUSE AT FOUR LOCATIONS PER DECK. THIS CODE DETAIL PERMITS THE LATERAL CONNECTION FROM THE DECK JOISTS TO BE MADE TO TOP PLATES, STUDS, OR HEADERS INITHIN THE SUPPORTING STRUCTURE. DRIVE'-j, DTT2 CAN BE USED TO SATISFY THE fi IRC PROVISION FOR A 1,500 LB, LATERAL-LOAD CONNECTION AT TVVO LOCATIONS PER DECK. ef"ECIAI,, IN~CTION&, N AOO~ TO 1M! 1191 ~ llll!!Qlll'!0 l!t"I" 2ffl Cl9C lll!CTIC:lt TW t !10(., TI,E c:wet Qt NIOIITl!CT IMALL 8'P\.OT' IP'l!CIAL 11191 !CTGM ~ ~ tl6l"ECTlae cuaG eoteTIU:Tl0N M lll1"'Wll2IEC> N Tia l'Cll.l.QoNI, TA&E. 'f1.E COrffltACT0III IMALL flllO'v10E 9.JIPICl!NI' NOTICE Ml) ACC'81 l',Qlt TMI! 8NCIAL INlflllCl'0" TO~ T...e ..-ec::i..L ~. INel"lleTION6a ALL CCNITIIIUCTIQ,4 16 --..,er TO NIP'ECnc:lN BY TI--E l!II.IU>tG CfPICl,tL IN ACQOIIIC>.....::& Hl'TW Mll9 c:ae ll!CTION l'IA• 4 l'IA.A 'n-1! COfflUCT(llt -.wJ... OOOIIIDINATE ALL Jll!Q.lllll!D ~ ..uTM 1M! N.DtG GfflCIAL. IITRUc::TUIU.I. IIIll!l ~Tlc:N AN0 ~ ""'"""IC l HAT!JILIIL. ~TIClH Of-6lllLIC'RIUrL. 6T&L, 4. 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YCU A.111111 TOCOl'PLY JoCl'M na MQ C .r6 Cl' M CITY 0, MN DMO 1"0111: IPSCIA,L, INlfllCnCINt, 9TIIILC1\lt,A,L Ol!!IIIIWA.Tl0N9, caet..icnON N.AiTBUL 'IWTIG AC Ol'l4iTI Ml!lll:IC.ATla(O, a&..Dkicc:I I a■IT6, 01:NTA.H!D IN 'fl.IE 6TA.l!t9CI' C# INOA.I.. 1111 ::cnat1 AC,..,. MtDlll!D BY na CAI.Ji0IIIINA. caeTtU:110N COPl!9. I. M011CI! TOM camtACr0lltl !IIU)l!,III Nef.lrl.L!ltl' ~ C!Helt-!III..Dl!Rs i9Y IJetG 1M9 ~ caeTIIUCTl0N 0ft.Nofii61"0111: COl&llllJCTICIWM,T.-ll.L,l,TiQI a, ne HC11K 8fECl'EI 1a1ett YCll .ta<N0H.l!PCiE NCI .-.ttWIIE a,. na 11.EQ B:11'1 COffA.leD IN n,e: 9TAl!t9CI' a, tfl!CIAL 1119. ::::aia46. YQI A1:1i11D TO CClt'PI.. Y Hl'TM M ..., M1I OF M CITY a,. 6'N D11CiO Fat ftc:IAL I. !ClkH. 6TIIIJC:IIIIUL ceeatVA.~ CQttr,u::nc;:N NA,'IJ!llll,l,L Tl!ITl«i, AC) Clf'll.ll1'E IIAINICA,TiQI a, l!IIL0tG ca1""IOtl!NTI caff,t,tB> IN 'ill! 9TA.Tlt'Bff 0, W'EOAI. IH5NCTICl4t AND, M N!Qllll!D 9Y na CA.LP0ilNIA ca,enu:Tla( CODU. 0. 'ill! care~ MATI!NAU TPTIN!i L<it801U,TOlff :.JeT i9E ~ i9Y aa.oNi 08P"Mlt9tt, 1"0111: lHTtG NA,TIIUL.8, 6YITEH9. CGtt"Ql!Nr9 #0 e:Dl"t19ff IIIJMMARY ~ F"lllOJICT 6f'IIICI.AJ. IN6f'IIICTION6 IIPaCI.AJ. IN6f'IIICTION6 ,..._,,aYcac_,..._ --T ------'""'""'" """"'™ l ~ P"l..,t,C&9ff • HOT IIEQJIIIIE) I 2,,_ Ni 2. &'fllllCI\Ro\L &TEEL loEI.Dlti •• EP"'O'XY'oa-eL.6 I I !LICTIIIII00E6 -!-"le ee,a6 LOCATION MAP NOTTO SCALE S.T~UCTU~AL. &TEEL. L J.olOl'!K 6MAU. eE IN AXOlll:)ANCE Htn-1 &TEEL CON&TJIIILICTION MAN.LAL, Al6C, 13TI-I EC>ITIQ,I, AN:) Tl£ CALIFOfiiNIA 8UILDN:ii: COOE, 2!0l3 EOITlat 2. 1,t &I-IAP'E&, AITM AW <e.:o IGIJ 3. CH.IINEL6, AHCiLE&, PLATE& 4 Ml&c. &TEEL, ASTH A-ffl (!kl'bl) A&TM A·'6 (36 bl) 4. "Me&• &MAP!& (MOLLOH S1'flllJCTUfUI.. eECT!GteP. ASTM A-Mli!ll, GfltA0E D <IECTAti:lUL.Aflit Fy•"6 tc:61, IIOIJIID Fy•42 K&IJ 5. -r&" &MAPES (STEEL 1\eES), A&TM A-Mli!ll, GRADE e 6. fOIPEe, A&TM -4&3 (3& IGIJ 1. MACHINE l90LT& Htn-1 Off ST!EL HA&I-Eite, A&TM A-:kn. 8. ANC:MOfll eot..T&, ASTM A-"'1. 9. HELPING ELECTIIIOOE&, E·11J &Ell!fE&. 112).l!a&..T MOL.I&, 1/16• O'\/£ft&IZE0., EXCEFf MOLE$ FOlt ANCHOllt eoL.T& N eAee ~TE& MAY !IE OVERelZEC> FER Atec HAHJAL n. WELDING, "6Mll!L0E0 AllilC fl'IIOCE66" DOE DY CEl'TFIED HELOElf.&, USING E14'XX ELEC'fllllOOE& IN ~ANCE lolTM •&TANDAR:I COO! l'Olt Al'C AN0 GA& 14!1..DNli: IN !IUILDtti CQ4&1'1JCTION" 9Y AMEltlCAN HELPING &OCIETY. 12. STFIJCT1.RAL STEEL &I-IOP Dll!AHING&, fl!EVl&IEP &Y EN:a!NEER ~ FAeRICATIGN. 13. EIIEC'nON, AU. &Tel. eMALL eE PIAelt!CATI!D TO !SIT TOGl!TI&t l"I.JJ'e ~ '"'11! N TI,,I! FIEL.0 HITHOUT AL~TION. TABLE OF CONTENTS: 1) TITLE PAGE AND NOTES 2) LOT COVERAGE 3) FRAMING PLAN AND ELEVATIONS 4) FOOTING AND CONNECTION DETAILS 5) GENERAL NOTES 6) GENERAL NOTES 7) ADDITIONAL NOTES I " "' ;;,-o, I I 0 " z " • C C ·i ~ .!I Q f-(/) ::) a::: f- :j :'.2 <( l.J.. >-..J Iw ';:;: 8 u:::. w Q'. od"' u (l)W WO I G ::) I _j _j <( 0 z <( a::: " .ll 1 u ti i &! ti I!, ~ :f ~ " ' . I 1, 0 " ~ a.!! ~ i= z ::i Cl. w t;:; t:: W Ul I . U) U) w '0:-'I fthofl• ~uz~ ,_{V l VI c S ~ ~ ~ vi .g. ~ 5 ~" w Q ~ ll:'. 0 it ·1· ;g l File No. •.OWG Sheet 1 of 7 l'~~a-IT3'i et:: 0 0 z <( _J I (.'.) I ~s~\ s~ss \~~GS ~~"' \ \) ~ ~ \ ~I>-" 1~1>-S~~ o\)<?).)\.J ~s'\-\J~\-.f;;~-<,Sl / \ X: / / / / ~-<,'ol>-"'t-, \ \ \ . / /4~':) I r----- IN . r-----c..o ci -u )> ;o -u o" 1 -u 2; Ox ~-l □N t..,,o. c:, - ' / "' u <( a, I-w en w 0 vi C) N / 19.33 3' I 15• / <;; s~~ s 34.66' 7.5' (E) SFR EST. 2,574 SF 19.25' 17.5' 3"--./ 3' N-;;;-I 3• 3' 13' . (/) t :-i -~ PROPOSED DECK 180 SF 12.5' cP' <J'. v \ 12· 22' ~ ·o\ ,;i::-'i '{!, ~ h \ 1'-\ 29' \ \ \ 9,138 SF LOT 15' 7' 13' 19.25' 5' SIDE SETBACK v-1 <?, v-1, -+> _ 115.25 __ j (E) DECK EST. 180 SF ~ SITE PLAN SCALE= 1 :16 ALL IMAGES USED ARE FOR ILLUSTRATIVE PURPOSES ONLY AND ARE INTENDED TO CONVEY THE CONCEPT AND VISION FOR SITE PLAN. THIS SITE PLAN IS FOR GUIDANCE ONLY, MAY CHANGE AS WORK PROGRESSES AND DO NOT NECESSARILY REPRESENT A TRUE AND ACCURATE DEPICTION OF THE FINISHED PRODUCT AND SPECIFICATION MAY VARY. MEASUREMENTS AND LOCATIONS OF STRUCTURES AND SUB-STRUCTURES, ARE APPROXIMATE. THIS SITE PLAN IS INTENDED TO GIVE A GENERAL INDICATION OF THE PROPOSED LAYOUT ONLY. ALL IMAGES AND DIMENSIONS ARE NOT INTENDED TO FORM PART ANY CONTRACT OR WARRANTY. "' ~ "' I 0 1 I Ii :,: 0 " z ~ ~ • .l1 C C ·i ~ .ll 0 0 0 f-(/) :) ~ 0:::: • > 0 f-a .!! ~ 1S ~"' -i 2 ~ "l " 1S >-.J w z Iw ::; f-Cl <(O ?:: u:::E w (l'. (l'. w o8 "' z a. :"i 0 u a. 8: (f)W WO W Cl I ~ !::: z (.'.) (/) <( :) 0 "' z I :5 u " <( " a, _j ,: I- _j ~ w <( (/) "' 0 z <( 0:::: ,-~ ~;stl•c ~u~ 1z~~ l 1/) C • Z 0 • 0:;:; s: 00 ~ :I! 5 0 " . " ~ ~ ~ .1!1~ g • File No. •.OWG Sheet 2 of 7 EXISTING PROPERTY NAP .,l------8'Wx12'H SIMPSdN DTT12 CONNECTION ~-----SEE SHEET 7 PROPOSED 8'X12' DOOR SEE NOTE REPLACING EXISTING WINDOWS ~----2'x10' CONT. LEDGER 4X8 OF #1 OR BETTER~ IN 4 LOCATIONS (TYP.) rEL-1 & T1 UTILIZING EXIST. FRAMING 4 WI 2 EMLLF358 @ 8" O.C. r :'L _ z= 4x6 OF #1 OR BETTER -'s:::,:r= ) rr-,,aoF#,'\ J 2X8 DF JOISTS AT 16" O.C. -{ ~ 1'-4" 1-1 v 2X8 OF #1 6" ........ 8' 10' HSS 6x6x½" ------- wl 3'x3'x3'-1½" FOOTING ~ 6x14 DF _j FRAMING PLAN =---,L-. ·=,-,-----L] \:2 I HSS 6x6x½" w/ 3'x3'x3'-11" FOOTING ~ (LATERAL) DT #1 OR BETTER SCALE: 1:50 1 CONTINUOUS 2x8 BLOCKING WI A35 AT 16" OC - "'=--------18' -----------.,;;!" WI 3" SPACING (LATERAL) ~ 1 O' I / "(.;(.;b0'60L CAP ..... I i CABLE RAIL ~ 4X8 BLOCKING UNDER RAIL POST CONNECTION HSS 2x2Xij 1i1~~~ -I 2" SQ. STEEL POST\ (E) FINISH GRADE 8" 9' .r 8' :l MATCH 'ECC 60' WI L=4" =:-:rl 6x14 OF SELECT I ~ HSS 6x6x½ COLUMN ----------i.------wl 3'x3'x3'-1½" LATERAL ._________ FRONT ELEVATION SCALE: 1:50 · /7· 'M 1 r 7t_,:_1n~,l ' ; .,.. .... • ,il ; .,.. ~ ....!.l'·l ··'-!' • l"· l {·· . •='':'· . ·-.. •,-. ,•· _'.' _.. SEE DETAIL 1 1. -., . ..... ,.-. ·:l•'.: {, .--SEE RAIL POST CONNECTION § § 2X8 OF LUS208 \ i 16 2LL358 i" MACHINE BOLT AT 8" O.C. WI NUTS+ WASHERS _L.,__TOP AND BOTTOM SEE DETAIL 1 SIDE ELEVATION SCALE: 1:50 E8 6x8 BEAM OF. SELECT STRUC. EXPOSED EXISTING PROPERTY NAP EX. FLOOR JOIST LEXISTING RIM JOIST AND WALL ~ ". ),'\"b"t .'>l', ~ C11.'~-<<I.~~ _, . "~ii:~ ~-- ~I I I I • 0 0 I I I :c 0 " z " "li • C C ~ ·a' ~ i ~ ~ 0 " I- (/) ::::> " 0::: • > 0 I-a.!? ~ i= ~ ti :::i: i <( ~ LL ~ Cf) >-..J z Iw 0 I-0 ~ <(O u::;; w ..J a:: w oe:l "' 0 u z (/)W < WO z :r: oi :3 0 0 0 Q. ::::> ~ Cl :r: :c ~ Q _J :c ::;; < _J [i! a:: <( ,._ u.. " 0 z <( 0::: ,--. 'II; 0.. ;. ... Ul l!lftoll ·~~ ,_., l Z C. Q .2 1U iii 9-~ 5 t 1t: W • e Ct: ~ ~ ii~ File No. •.OWG Sheet 3 of 7 HSS6x6x1 /2 STEEL COLUMN PER PLAN BASE > 5/8"x1 O"x1 O" SQR. W/ (4) 3/4" DIA HEX HEAD A.B.'S (E) FINISH GRADE CONC FTG 1/ (8) #4 VER & #4 TIES @ " O.C. 3' -1 . 1 /2" MIN EMB C) " ( FPW OPTIONAL 1 1 /2" DRYP ACK & DBL. NUTS FOR LEVELING 8" 8" CONC. CAP -------3'-0" SQR----r 6" STL. FLAGPOLE COL. TO FTG. SCALE: 1: 10 eB Lateral Load Connection Device: .. t~• .. ·•· • • • • • :ii I•, • ·f'.;\• Simpson Strong-Tie DTTl w !!{l!l laig·$tlffl ~ willl. 119$.W1$11ar or· 'SO\'llli l!mbePffelt ltllG fflW (Sliffl) in!o. l!ppiale, ·11u!Js. ortieader ~ I ? I ~ I 6·S0-1x1 ~)- s.cce-ws (shown} or 8·10dxi!-f nails l , . IUIII ' "' "' '-"' o, i I Ii '- :c "' "' Q '0 '0 • • C C ~ ·[ ~ .!I ,5 ~ u I-(/) :::) '0 Ct: ~ I-~ .!! ~"' >-ti _J :::::i: I <l.'. LL ~ (/) ..J >-..J Iw ~ f-0 0 <l.'.0 z u::i: w 0 a:: ;:: 61:l"' (J w (J z (/)W z WO 0 (J I 0: (..'.) Q 0 :::) Q z 5 <( I :c <.:> 12 _J :c z 0 ;:: _J ., 0 <l.'. .... "' 0 0 "-z <l.'. Ct: to:-'.t ~ol ~~~ ,_\i l "' Z C. ~ i ~ 5 '§ ~ w • " Ct: 0 ~ ~ " ·1-.g • File No. *.OWG Sheet 4 of 7 an!! -•l"O ----paAoJd<fv Y.l 'CJVBSl~VO S310N l\1~3N3~ ~(J (JNYlH!IIH oea t---------,0,.,.-N -U-MOJ-iQ 73QQ~31:J )l::)3Q ll/SO H~P•U6!••o 1snc:11 AllV'-1\IJ AHl\l:) ~ S3H~nH 77\I0N\lc:1 0 ' . ' ' "' l-----+--M-•M~3eJ_Sl:ll~-+-,z-----<--g () c., "'i'j l)W,OJddv uondp::isaa aioa ~ ~ : 1----~S-NO-IS-IA3->l~---'--"'c;: •· i i ' " I ~ 0 ,; C, r C, TABLE R602.3l1l FASTENER SCHEDULE FOR STRUCTURAL MEMBERS {Tablem1ecU2011opt1onsaeecoc1etormoreon110n111 TABLE R602.3(1l -continued-FASTENER SCHEDULE FOR STRUCTURAL MEMBERS "' z NUMBER AND TYPE OF SPACING OF FASTENERS ~ ~ • , C C ITEM DESCRIPTION OF BUILDING ELEMENTS FASTENER'• b, e SPACING OF FASTENERS DESCRIPTION OF lntennediate ·i • i Roof BUILDING Edges supportse, e • e ~ C, C, " 1 Blocking between joists or rafters to top plate, toe nail 3-Bd (2½ff x 0.113") ITEM MATERIALS DESCRIPTION OF FASTENER"•'·' (inches)i (Inches) f- 2 Ceiling joists to plate, toe nail 3-8d (21/{ x 0,113") Wood structural panels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to (/) framing :::J ~ Ceiling joists not attached to parallel rafter, laps over '6d common (2" x 0.113") nail (subfloor wall) Ct'. • 3 3-10d > partitions, face nail 31e··½" 0 32 lad common (2½" x 0.131") nail (roof) 6 12' f-:s.~ 4 Collar tie rafter, face nail or 1 ¼" x 20 gage ridge strap 3-10d (3", 0.128") ~i= 5 Rafter to plate, toe nail 3·16d (31/2· )C 0.135.) 33 19/32•-, .. '8d common nail (21/·;/' x 0.131 .. ) 6 12' ~ 11 Roof rafters to ridge, valley or hip rafters: 34 11/s•-1¼" 10d common (3 .. x 0.148•) nail or 6 12 L i 6 toe nail 4-16d (31/2· )C 0.135.) '8d (21/2" x 0.131")deformed nail i'.;: !'l "' face nail 3-16d (31/2· )C 0.135·) Other wall sheathingh 11 Wall ½• structural >-_J 7 Built-up studs-face nail 10d (3", 0.128') 24" o.c. 35 cellulosic ½" galvanized roofing nail.7'1s" crown or 3 6 Iw 8 16d (31/2" x 0.135•) fiberboard sheathing 1" crown staple 16 ga., 1¼· 1ong ~8 Abutting studs at intersecting wall comers, face nail 12" o.c. 9 Built-up header, two pieces with 112~ spacer 16d (3½• x 0.135~) 10• o.c. along each edge 2%2" structural u:::, 1/l 1¾• galvanized roofing nail,7'16 .. crown or w w 36 cellulosic 3 6 Q'. I-10 Continued header, two pieces 16d (31/2• x 0.135") 1s• o.c. along each edge fiberboard sheathing 1• crown staple 16 ga., 1½" long oil"' 0 z 11 Continuous header to stud, toe nail 4-8d (2½u x 0.11Y) 0 37 ½" gypsum 1 ½• galvanized roofing nail; staple galvanized, 1 ½w long; 11{4 7 7 (/)W _J 12 Double studs, face nail 10d (3", 0.128') 24• o.c. sheathingd lscrews, Type W or S WO < Q'. 13 Double top plates, face nail 10d (3· x o.12a·) 24• o.c. I "' w 5/a" gypsum 1¾" galvanized roofing nail; staple galvanized, 151s• long; 15ta· C, z Double top plates, minimum 24-inch offset of end joints, 38 sheathingd screws, Type W or S 7 7 G C, w 14 S-16d (3½·" 0.135") -:::J ~ (!) face nail in lapped area Wood structural panels, combination subfloor underlayment to framing I 16d (3½" x 0.135~) r 15 Sole plate to joist or blocking, face nail 16" o.c. 6d deformed (2. x 0.120") nail or S2 39 3W and less 6 12 _j I 16 Sole plate to joist or blocking at braced wall panels 3-16d (31'2· x 0.135·) 16'" o.c. Bd common (2½• x 0.131") nail _j a! 3-Bd (21/2" x 0.113 .. ) Bd common (2½· x 0.131") nail or <I.'. ,-. " 17 Stud to sole plate, toe nail 40 7/s"· 1" Bd deformed (2½· x 0. 120·) nail 6 12 0 or z 2-16d (3½" >< 0.135") -11/e'"-1¼" 10d common (3" x 0.148") nail or 6 12 <I.'. 41 Bd deformed (2½· x 0.120") nail Ct'. 18 Top or sole plate to stud, end nail 2-16d (31/2· x 0.135") - 19 Top plates, laps at comers and intersections, face nail 2-10d (3• x 0.128") -For SI: 1 inch= 25.4 mm, 1 foot= 304.8 mm, 1 mile per hour= 0.447 mis; tksi = 6.895 MPa. 2-8d (21ft x 0.113") -a. All nails are smooth-common, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing 20 1" brace to each stud and plate, face nail connections shall have minimum average bending yield strengths as shown: 80 ksi for shank diameter of 0. 192 inch (20d common nail), 2 staples 13// -90 ksi for shank diameters larger than 0.142 inch but not larger than 0.177 inch, and 100 ksi for shank diameters of 0. 142 inch or fess. 2-Bd (21/2n x 0.113 .. ) -I, 21 1· x s· sheathing to each bearing, face nail b. Staples are 16 gage wire and have a minimum 7/16•inch on diameter crown width. 2 staples 1 ¾ • -lo:-11 2-8d (2½" x 0.113.) -c. Nails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. 22 1· x s· sheathing to each bearing, face nail r;i//4 oW!!!• 3 staples 1¾" -d. Four-foot-by•84oot or 4-foot-by•9•foot panels shafl be applied vertically. ~uf 3-Sd (21/2" x 0.113") -23 Wider than 1· x a· sheathing to each bearing, face nail e. Spacing offasteners not included in this table shall be based on Table R602.3(2). t z~, .··· 4 staples 13// Floor f. For regions having basic wind speed of 110 mph or greater, 8d deformed (2112" x 0.120) nails shall be used for attaching plywood V 24 Joist to sill or girder, toe nail 3-Bd (21ft x 0.113•) and wood structural panel roof sheathing to framing within minimum 48-inch distance from gable end walls, if mean roof height is more -than 25 feet, up to 35 feet maximum. 25 Rim Joist to top plate, toe nail {roof applications also) 8d (21/t x 0.113•) 6" o.c. g. For regions having basic wind speed of 100 mph or less, nails for attaching wood structural panel roof sheathing to gable end wall 26 Rim joist or blocking to silt plate, toe nail Bd (21/2" x 0.113•) 6" o.c. framing shall be spaced 6 inches on center. When basic wind speed is greater than 100 mph, nails for attaching panel roof sheathing to 2-Sd (21/{ x 0.113") intennediate supports shall be spaced 6 inches on center for minimum 48-inch distance from ridges, eaves and gable end walls; and 4 27 1 • x s• subfloor or less to each joist, face nail inches on center to gable end wall framing. l 2 staples 1 ¾" - 28 2• subfloor to joist or girder, blind and face nail 2-16d (3½· x 0.135") -h. Gypsum sheathing shall conform to ASTM C 1396 and shall be installed in accordance with GA 253. Fiberboard sheathing shall confonn to ASTM C 208. 29 2" planks {plank & beam -floor & roof) 2-16d (3½" x 0,135•) at each bearing Nail each layer as follows: i. Spacing of fasteners on floor sheathing panel edges applies to panel edges supported by framing members and required blocking Ul and at all floor perimeters only. Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by framing z 8 ~ 30 Built-up girders and beams, 2-inch lumber layers 10d (3'" x 0.128") 32" o.c. at top and bottom and members and required blocking. Blocking of roof or floor sheathing panel edges perpendicular to the framing members need not be Q ![ :i staggered. Two nails at ends Ul -• provided except as required by other provisions of this code. Floor perimeter shall be supported by framing members or solid blocking. 5 h ~ and at each splice. Lu : • 31 Ledger strip supporting joists or rafters 3-16d (31/z''x 0.135") At each joist or rafter j. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule provide two toe naifs on one side of 0:: Cl If the rafter and toe nails from the ceiling joist to top plate in accordance with this schedule. The toe nail on the opposite side --shall not be required. (ll',/J.1f)) "6 ~ POS 081 REV: 1/2012021 PAGE9of10 PDS 081 REV: 1120/2021 PAGE 10 of10 r,:J,5~~·-,t. ·';$1J "'c~ C, • , .. i,rn /;) File No. ,;;-.. _crv•,\ .. -~ •.OWG ,.r i,;··fo"i\~s; ---Sheet 6 of 7