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Home My WebLink About2848 WHIPTAIL LOOP; ; CBC2022-0372; PermitBuilding Permit Finaled {"Cityof Carlsbad Commercial Permit Print Date: 05/08/2024 Job Address: 2848 WHIPTAIL LOOP, CARLSBAD, CA 92010-6708 Permit No: Status: CBC2022-0372 Closed -Expired Pe rmit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 2091202100 Track#: $83,750.92 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Code Edition: 2019 Sprinkled: Yes Project Title: Applied: Issued: Finaled Close Out: Final Inspection: INSPECTOR: Description: HME ELECTRON ICS: COM-Tl (1,453 SF) STRUCTURAL INSTALL LOGIMAT MACHINERY Applicant: SOLEDAD RUIZ 15511 CARMENITA RD Property Owner: CARLSBAD OAKS PARTNERS LLC 14110 STOWE DR Contractor: MCMURRAY STERN LLC 15511 CARMENITA RD 10/17/2022 04/17/2023 SANTA FE SPRINGS, CA 90670-5609 (909) 915-9100 POWAY, CA 92064-7147 (858) 535-6006 SANTA FE SPRINGS, CA 90670-5609 (562) 623-3000 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE Special Equipment (Ovens, Dust, Battery) 581473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,448.19 Total Payments To Date: $2,448.19 • Balance Due: AMOUNT $638.08 $194.00 $98.00 $16.00 $981.66 $493.00 $4.00 $23.45 $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 imposit ion of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action t o attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DO ES 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/exact ions 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 PERMIT ,4i:.S FXP,:~EO 11, t\CG: .. 1:J,!.N1.:i •mi C.B.C. SECTION 1G•j d ... s M<4ENDi:0 8Y .;.r,,,c. 1&.04.030 DATE ?.J~<j ___ SIG~I.\TURE~ ... rtJ~ 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Page 1 of 1 (Cityof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check C...~z..o~?--p 3, Est. Value jl,_ 83, _,so. 9ol.. PC Deposit $1 G, 3 fc. 0 8 Date \.0 -'1-'2.0"'2..Z. Job Address _ __,i,::~....:..,:ii---:-=t~:=f-"'+=,:=,..-~1-L1:;----r·Suite: ____ .APN: J-_Q CJ,} ~ C) 16~&ib& Tenant Name #:_..L...1,jU.l.li.;__----li~,..ir,:...~....i.i..111,:;;,1.-'"'-.....:.."----'Lot #: ____ Vear Built: ________ _ Year Built: ~Ol~ Occupancy: ___ Construction Type: __ Fire sprinklers.ESQNO A/C:.YESQNO BRIEF DESCRIPTION OF WORK: JJna+MtaL of I u .vJ.d!.°"2 bl.µ: ~~ D Addition/New:. ___________ New SF and Use,. _________ .New SF and Use ______ SF Deck, ______ SF Patio Cover, SF Other (Specify) ___ _ ~enant Improvement: JI l./ 5:) SF, Existing Use: ______ Proposed Use: _q_;;_q_,__ __ _ ____ SF, Existing Use: ______ Proposed Use: _____ _ D Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ D Solar: ___ KW,. ___ Modules, Mounted:ORoofOGround RECEIVED D Reroof: _____________________ -1-U-~+-1:J--. ...... .---------OCT I 'f 2022 D Plumbing/Mechanical/Electrical D Other: -----------------------i:::~~~',,--.,....,..,.,-,--,--,,,--,--------lO J PRIMARY _.i..~--1..,;:..:.:::;::~~.__.-:~:;=,.:.+..--..,,---Name:_..i._.~....,....~~-~:..i=:;.....~;::;...,:;.i~==-=---=..:l~ -~=::.:::.1..!.....~~::.=L~:::!!!:::::l.:.::l ....... ...t::::~-Address:"'7""1"'-J,..u..:..::..._1--,1,~Q..Q::~-11:::::..._._~"'---=--::--:'.-":'°"l' .Sla.di.:=l.lo~.....L..:s;..,,0¥4,lqi'tate: Ce<. Zip: t:fa;pb City:_-4-~=.:::=1.------· Phone:_----1,,_Cl..:i.::;...1...1._....L..L..:ai:... __ Cf~lO=D::;.._ ____ Phone:. _________________ _ Email: :scuJ:z,@., mc.5t.ut1.CDWl Email:----------------- APPLICANT CERTIFICATION: I certify that I have read the application and state t hat the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. ~d J ~ ~ 11_ ~A ~ NAME(PRINT): ~J{ ~z_ SIGN: ~f._r/.W DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Jq)J;:tp-;;- Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER:(ei.'2.D2..1...-0372 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Businessand Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations {CHOOSE ONE): D1 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. ______________________________________ _ Mil~~:~ 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. '{'!Y workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: I?, LI / /J ) tJ ('~c,e_ C C) Policy No. WC... 0 CJ ~ ) q Ce 3 2--Expiration Date: --~+--JulL--\--'-~ ... -"--'-~------- -OR- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lendi1 ?!? for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: h) f-t:r::,_ Lender's Address: ____________________ _ CONTRACTOR CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. ~.~'.'.!~~:~~~~~"'"~~~., .. ~~::?.:!~~~!,~;. ~.00,,,@a.~:~=---J;..D;;;...,,_/,_/_'1..,,,../-=z:,;..2, __ -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: n 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. ~44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR-I Jli, 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-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand thatacopyaf the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I /www.leginfo.ca.gov/ ca law. html. OWNER CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the information on theplansisaccurate. lagree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 ••SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 SSI SCHAFER s.r.o. CZ Tovarnl 325 Telefon Telefax Internet Email +420 -581 820 722 +420 -581 820 722 http://www.ssi-schaefer.cz premysl.parenica@ssi-schaefer.com 753 01 Hranice Czech Republic EXPIRES Regulations: Basics: HM Electronics 2 92010 Carlsbad, California -USA Structural Calculation CBC (2019) California Building Code RMI (2012) Specification for the Design, Testing and Utilization of Industrial Steel Storage Racks ANSI/AISC 360-10 (June 2010) Specification for Structural Steel Building ASCE 7-16 American Society of Civil Engineers ACI 318-14 Building Code Requirements for Structural Concrete EN 15512 (2021) Steel static storage systems Offer QT-2101542-SLL001-D-2021_09_20 The design and static calculations of the structure are in accordance with all appropriate standards and correspond to the latest technical design standards. CBC2022-0372 2848 WHIPTAIL LOOP HME ELECTRONICS: COM-Tl (1,453 SF) STRUCTURAL INSTALL LOG IMAT MACHINERY 2091202100 2/2/2023 CBC2022-0372 Pi'emysl Pai'enica, Structural Engineer Design department -structural engineering •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Table of contents Index Page GENERAL 2-4 GLOBAL CALCULATION 5-88 ANCHORAGE 89-90 Structural analysis and design software Dlubal Ing. Software -http://www.dlubal.com Framework software RSTAB I No. I 8.28.02.160689 I [-] System overview Height/ Width / Length / No. Height H -8.43 / -331.9 lm]/[inl Width w -2.65 / -104.3 lml/[inl Depth D -2.85 / -112.0 lml/[inl Frame depth e -703/-27.7 lmm]/[inl Number of uprights n 2x4=8 lpcs.1 Load conditions -vertical Dead load Dead load (empty machine) DL 34 /7.64 lkN]/[kipl Product load Product load (including trays) PL 200 / 44.96 lkN]/[kipl Rack filling factor PRF 1.0 1-1 Seismic Product Load Coefficient 13 0.7 1-1 Product loadapp (only for seismic uplift) Product load_app PLapp 2/3 * PL [kN] Seismic Product Load Coefficient 13 1.0 1-1 Index C (19.01.2023) 2 ••SCHKFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Load conditions -horizontal Earthquake load according to CBC 2019 / ASCE7-16 / RMI 2012 Site class -D [-] Importance Factor Ip 1.0 [-] Risk Category -II [-] Mapped Spectral Acceleration Ss 0.923 (g] Mapped Spectral Acceleration s, 0.340 (g] Site Coefficient F, 1.200 [-] Site Coefficient Fv 1.960 [-] Design Spectral Response (2/3 x F, x S,) Sos 0.738 (g] Design Spectral Response (2/3 x Fv x S,) So, 0.444 [g] Structural system factor R 4.0 [-] Min. design base shear 1) V = 0.044"Sos*l*W v, } Acc. RMI 0.032*W [-] If S, > 0.6 2) V = 0.5*S,*l*W/R v, 0.043*W [-] 3) V = 0.8*S,*l*W/R V3 Acc. ASCE 0.068*W [-] Max. design base shear V = Sos"l*W/R Vmax 0.185"W [-] First natural period T,x / T,, 0. 739 / 0.562 [sec] Seismic mass w DL + 0.67*PRF*PL 34kN + 0.67*1.0*200kN = 168kN / [kNV[kip] 37.8 kip Rack filling factor PRF 100 [%] Base shear V, = Cs(0.739s) *l*W = 15.0% *l*W 25.20 / 5.67 [kNV[kip] V, = Cs(0.562s) *l*W = 18.5 % *l*W 31.01 / 6.97 [kN]/[kip] Design spectral response acceleration 2 i ::: \ ~ 1 4 I 1:2 \ \. I a.: " '-I 0,6 ------0,4 ~ 0,2 - t 0 ., 0 0.5 1 1,5 2 2,5 3 3,5 4 4,5 Porlod, T (oec> Imperfections The rack will be installed with a maximum out of plumb± 15 [mm]/ 0.59 [inch] (by FEM) Geometrical Imperfections 'l'o 1/580 [-] Structural Imperfections 'l's 1/580 [-] Connections 'l'L 1/580 [-] Summary 'l'suM 3/580 -1 /200 [-] Calculation with maximum (both direction X and Y) 'I' 1/200 (-] Index C (19.01.2023) 3 a■SCHJl"FER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Load Cases Index / Load cases LC1 Dead Load [DL] LC2 Product Load [PL] LC3 Product Load •• , (only for seismic uplift) [PLapp] LC4 Imperfections -H/200 [Imp] LC5 Seismic in X [ELJ LC6 Seismic in Y [EL,] Load Combinations (LRFD) Index / Combinations according to RMI (2012) CO1 1.4 • [DL] + 1.2 • [PL] + [Imp] (Limit State: dead load) CO2 1.2 • [DL] + 1.4 • [PL] + [Imp] (Limit State: product load) CO21 (1 .2 + 0.2* Sos)• [DL] + (1.2 + 0.2• Sos)• 13* [PL]+ 1.0• [EL,]+ 0.3• [EL,] (Limit State: seismic load) CO22 (1 .2 + 0.2* Sos)• [DL] + (1 .2 + 0.2• Sos)* 13 •(PL]+ 1.0* [EL,]-0.3* [EL,] CO23 (1 .2 + 0.2• Sos)• [DL] + (1 .2 + 0.2• Sos)* 13 • [PL] + 0.3* [EL,]+ 1.0• [EL,] CO24 (1.2 + 0.2* Sos)* [DL] + (1 .2 + 0.2* Sosl* 13 • [PL] + 0.3* [EL,] -1.0• [EL,] CO31 (0.9 -0.2* Sos)* [DL] + (0.9 -0.2• Sos)* 13* [PL,.,]+ 2.0• [EL,]+ 0.6* [EL,] (Limit State: seismic uplift) CO32 (0.9 -0.2* Sos)* [DL] + (0.9 -0.2* Sosl' 13* [PL,wl + 2.0* (EL,] -0.6* [EL,] (Anchor design*) CO33 (0.9 -0.2* Sos)* [DL] + (0.9 -0.2* Sos)* 13* [PLapp] + 0.6* [EL,]+ 2.0* [EL,] CO34 (0.9 -0.2* Sos)• [DL] + (0.9 -0.2* Sosl* 13* [PL,pp] + 0.6* [ELx] • 2.0* [EL,] RC1 CO1 or CO2 or CO21 or CO22 or CO23 or CO24 Stress and buckling proof RC2 CO31 or CO32 or CO33 or CO34 Anchor design*) *) Oree Redundance Factor for Anchor Design 2.0 (for Seismic Category D) Index C (19.01.2023) 4 Project: HM Electronics 2, Carlsbad -CA, USA Model -General Data General Model name Model description Type of model Positive direction of global axis Z Classification of load cases and combinations Options -Use cac Rule -Enable CAD/BIM model Standard Gravity g Index C (19.01.2023) Rack type: LogimatSLL : : : : : 5 ••SCHJO=ER Project No.: 9900002986 SLL_8,5m_1E_20t_9900002986 HM Electronics 2, US- Ca~sbad_A 1 _rev02 SLL 3D Upward According to Standard: None National Annex: None 10.00 m/s2 331.9 ,r-- 284.6 274.7 -...- 235.4 ...- 196.0 y- 156.6 ,r-- 117.3 ...- 77.9 ...- Isometric a■SCHJIFEA Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodes Node Reference Coordinate Node Coordinates No. Node System X [in] Y [in] Z [in] Comment 1 -Cartesian 0.0 0.0 0.0 Gelagert 2 -Cartesian 0.0 27.7 0,0 Gelagert 3 -Cartesian 0.0 84.3 0.0 Gelagert 4 -Cartesian 0.0 112.0 0.0 Gelagert 5 -Cartesian 104.4 0.0 0.0 Gelagert 6 Cartesian 104.4 27.7 0.0 Gelagert 7 Cartesian 104.4 84.3 0.0 Gelagert 8 -Cartesian 104.4 112.0 0.0 Gelagert 9 -Cartesian 0.0 0.0 4.4 Gelagert 10 -Cartesian 0.0 27.7 4.4 Gelagert 11 -Cartesian 0.0 84.3 4.4 Gelagert 12 -Cartesian 0.0 112.0 4.4 Gelagert 13 -Cartesian 104.4 0.0 4.4 Gelagert 14 -Cartesian 104.4 27.7 4.4 Gelagert 15 -Cartesian 104.4 84.3 4.4 Gelagert 16 -Cartesian 104.4 112.0 4.4 Gelagert 17 -Cartesian 0.0 0.0 7.0 18 Cartesian 0.0 27.7 7.0 19 Cartesian 0.0 84.3 7.0 20 -Cartesian 0.0 112.0 7.0 21 -Cartesian 104.4 0.0 7.0 22 Cartesian 104.4 27.7 7.0 23 Cartesian 104.4 84.3 7.0 24 Cartesian 104.4 112.0 7.0 25 -Cartesian 0.0 0.0 21.8 Gelagert 26 -Cartesian 0.0 27.7 21.8 27 -Cartesian 0.0 84.3 21.8 28 -Cartesian 0.0 112.0 21.8 Gelagert 29 -Cartesian 104.4 0.0 21.8 Gelagert 30 -Cartesian 104.4 27.7 21.8 31 -Cartesian 104.4 84.3 21.8 32 -Cartesian 104.4 112.0 21.8 Gelagert 33 -Cartesian 0.0 0.0 24.1 34 -Cartesian 0.0 27.7 24.1 35 -Cartesian 0.0 84.3 24.1 36 -Cartesian 0.0 112.0 24.1 37 -Cartesian 104.4 0.0 24.1 38 -Cartesian 104.4 27.7 24.1 39 -Cartesian 104.4 84.3 24.1 40 -Cartesian 104.4 112.0 24.1 41 Cartesian 0.0 0.0 43.8 Gelagert 42 -Cartesian 0.0 27.7 43.8 Gelagert 43 Cartesian 0.0 84.3 43.8 Gelagert 44 -Cartesian 0.0 112.0 43.8 Gelagert 45 Cartesian 104.4 0.0 43.8 Gelagert 46 Cartesian 104.4 27.7 43.8 Gelagert 47 -Cartesian 104.4 84.3 43.8 Gelagert 48 -Cartesian 104.4 112.0 43.8 Gelagert 49 -Cartesian 0.0 0.0 63.5 Gelagert 50 -Cartesian 0.0 27.7 63.5 Gelagert 51 -Cartesian 0.0 84.3 63.5 Gelagert 52 -Cartesian 0.0 112.0 63.5 Gelagert 53 -Cartesian 104.4 0.0 63.5 Gelagert 54 -Cartesian 104.4 27.7 63.5 Gelagert 55 -Cartesian 104.4 84.3 63.5 Gelagert 56 -Cartesian 104.4 112.0 63.5 Gelagert 57 -Cartesian 0.0 0.0 77.9 Gelagert 58 -Cartesian 0.0 27.7 77.9 59 -Cartesian 0.0 84.3 77.9 Index C (19.01.2023) 6 •■SCHBFEA Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodes Node Reference Coordinate Node Coordinates No. Node System X [in] Y [in] z [in] Comment 60 -Cartesian 0.0 112.0 77.9 Gelagert 61 -Cartesian 104.4 0.0 77.9 Gelagert 62 -Cartesian 104.4 27.7 77.9 63 -Cartesian 104.4 84.3 77.9 64 -Cartesian 104.4 112.0 77.9 Gelagert 77 -Cartesian 0.0 0.0 117.3 78 -Cartesian 0.0 27.7 117.3 79 -Cartesian 0.0 84.3 117.3 80 -Cartesian 0.0 112.0 117.3 81 -Cartesian 104.4 0.0 117.3 82 -Cartesian 104.4 27.7 117.3 83 -Cartesian 104.4 84.3 117.3 84 -Cartesian 104.4 112.0 117.3 85 Cartesian 0.0 0.0 156.6 Gelagert 86 Cartesian 0.0 27.7 156.6 87 -Cartesian 0.0 84.3 156.6 88 -Cartesian 0.0 112.0 156.6 Gelagert 89 -Cartesian 104.4 0.0 156.6 Gelagert 90 -Cartesian 104.4 27.7 156.6 91 -Cartesian 104.4 84.3 156.6 92 -Cartesian 104.4 112.0 156.6 Gelagert 93 -Cartesian 0.0 0.0 331.9 Gelagert 94 -Cartesian 0.0 27.7 331.9 Gelagert 95 -Cartesian 0.0 84.3 331.9 Gelagert 96 -Cartesian 0.0 112.0 331.9 Gelagert 97 -Cartesian 104.4 0.0 331.9 Gelagert 98 -Cartesian 104.4 27.7 331.9 Gelagert 99 -Cartesian 104.4 84.3 331.9 Gelagert 100 -Cartesian 104.4 112.0 331 .9 Gelagert 102 Cartesian 0.0 0.0 196.0 103 Cartesian 0.0 27.7 196.0 106 -Cartesian 0.0 84.3 196.0 107 -Cartesian 0.0 112.0 196.0 109 -Cartesian 104.4 0.0 196.0 112 -Cartesian 0.0 27.7 83.2 Gelagert 113 -Cartesian 0.0 84.3 83.2 Gelagert 116 -Cartesian 104.4 27.7 83.2 Gelagert 118 -Cartesian 104.4 84.3 83.2 Gelagert 119 -Cartesian 0.0 0.0 102.9 Gelagert 122 -Cartesian 0.0 112.0 102.9 Gelagert 123 -Cartesian 104.4 0.0 102.9 Gelagert 125 -Cartesian 104.4 112.0 102.9 Gelagert 129 -Cartesian 104.4 27.7 196.0 132 -Cartesian 104.4 84.3 196.0 133 -Cartesian 104.4 112.0 196.0 135 -Cartesian 0.0 0.0 83.2 Gelagert 136 Cartesian 0.0 0.0 235.4 Gelagert 137 Cartesian 104.4 0.0 83.2 Gelagert 138 -Cartesian 0.0 27.7 102.9 Gelagert 146 -Cartesian 0.0 27.7 235.4 147 -Cartesian 0.0 84.3 235.4 149 -Cartesian 0.0 112.0 83.2 Gelagert 150 -Cartesian 104.4 112.0 83.2 Gelagert 151 -Cartesian 0.0 84.3 102.9 Gelagert 156 -Cartesian 0.0 112.0 235.4 Getagert 157 -Cartesian 104.4 0.0 235.4 Gelagert 158 -Cartesian 104.4 27.7 235.4 159 -Cartesian 0.0 0.0 83.8 Gelagert 160 -Cartesian 104.4 0.0 83.8 Gelagert Index C (19.01.2023) 7 .. •■SCHJIFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodes Node Reference Coordinate Node Coordinates No. Node System X [inJ Y [in] Z [inJ Comment 161 -Cartesian 0.0 0.0 89.7 Gelagert 162 -Cartesian 104.4 0.0 89.7 Gelagert 167 -Cartesian 104.4 84.3 235.4 168 -Cartesian 104.4 112.0 235.4 Gelagert 169 -Cartesian 0.0 0.0 274.7 170 -Cartesian 0.0 27.7 274.7 175 -Cartesian 0.0 84.3 274.7 176 -Cartesian 0.0 112.0 274.7 177 -Cartesian 104.4 0.0 274.7 178 -Cartesian 104.4 27.7 274.7 179 -Cartesian 104.4 84.3 274.7 180 -Cartesian 104.4 112.0 274.7 181 -Cartesian 0.0 0.0 284.6 Gelagert 182 -Cartesian 0.0 27.7 284.6 183 -Cartesian 0.0 84.3 284.6 184 -Cartesian 0.0 112.0 284.6 Gelagert 185 -Cartesian 104.4 0.0 284.6 Gelagert 186 -Cartesian 104.4 27.7 284.6 187 -Cartesian 104.4 84.3 284.6 188 -Cartesian 104.4 112.0 284.6 Gelagert 191 -Cartesian 0.0 27.7 130.4 Gelagert 192 -Cartesian 0.0 84.3 130.4 Gelagert 193 -Cartesian 104.4 27.7 130.4 Gelagert 194 -Cartesian 104.4 84.3 130.4 Gelagert 195 -Cartesian 0.0 0.0 158.0 Gelagert 196 -Cartesian 0.0 112.0 158.0 Gelagert 197 -Cartesian 104.4 0.0 158.0 Gelagert 198 -Cartesian 104.4 112.0 158.0 Gelagert 199 -Cartesian 0.0 27.7 185.6 Gelagert 200 -Cartesian 0.0 84.3 185.6 Gelagert 201 -Cartesian 104.4 27.7 185.6 Gelagert 202 -Cartesian 104.4 84.3 185.6 Gelagert 203 -Cartesian 0.0 0.0 213.1 Gelagert 204 -Cartesian 0.0 112.0 213.1 Gelagert 205 -Cartesian 104.4 0.0 213.1 Gelagert 206 -Cartesian 104.4 112.0 213.1 Gelagert 207 -Cartesian 0.0 27.7 240.7 Gelagert 208 -Cartesian 0.0 84.3 240.7 Gelagert 209 -Cartesian 104.4 27.7 240.7 Gelagert 210 -Cartesian 104.4 84.3 240.7 Gelagert 211 -Cartesian 0.0 0.0 268.2 Gelagert 212 -Cartesian 0.0 112.0 268.2 Gelagert 213 -Cartesian 104.4 0.0 268.2 Gelagert 214 -Cartesian 104.4 112.0 268.2 Gelagert 215 -Cartesian 0.0 27.7 295.8 Gelagert 216 -Cartesian 0.0 84.3 295.8 Gelagert 217 -Cartesian 104.4 27.7 295.8 Gelagert 218 -Cartesian 104.4 84.3 295.8 Gelagert 219 Cartesian 0.0 0.0 323.3 Gelagert 220 -Cartesian 0.0 112.0 323.3 Gelagert 221 -Cartesian 104.4 0.0 323.3 Gelagert 222 -Cartesian 104.4 112.0 323.3 Gelagert 223 -Cartesian 104.4 27.7 102.9 Gelagert 224 Cartesian 0.0 0.0 130.4 Gelagert 225 -Cartesian 104.4 0.0 130.4 Gelagert 226 -Cartesian 0.0 27.7 158.0 Gelagert 227 -Cartesian 104.4 27.7 158.0 Gelagert 228 -Cartesian 0.0 0.0 185.6 Gelagert 229 -Cartesian 104.4 0.0 185.6 Gelagert Index C (19.01.2023) 8 •■SCHJD=EA Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodes Node Reference Coordinate Node Coordinates No. Node System X [in] Y [in] Z [in] Comment 230 -Cartesian 0.0 27.7 213.1 Gelagert 231 -Cartesian 104.4 27.7 213.1 Gelagert 232 -Cartesian 0.0 0.0 240.7 Gelagert 233 -Cartesian 104.4 0.0 240.7 Gelagert 234 -Cartesian 0.0 27.7 268.2 Gelagert 235 -Cartesian 104.4 27.7 268.2 Gelagert 236 -Cartesian 0.0 0.0 295.8 Gelagert 237 -Cartesian 104.4 0.0 295.8 Gelagert 238 -Cartesian 0.0 27.7 323.3 Gelagert 239 -Cartesian 104.4 27.7 323.3 Gelagert 240 Cartesian 104.4 84.3 102.9 Gelagert 241 -Cartesian 0.0 112.0 130.4 Gelagert 242 Cartesian 104.4 112.0 130.4 Gelagert 243 -Cartesian 0.0 84.3 158.0 Gelagert 244 -Cartesian 104.4 84.3 158.0 Gelagert 245 -Cartesian 0.0 112.0 185.6 Gelagert 246 Cartesian 104.4 112.0 185.6 Gelagert 247 -Cartesian 0.0 84.3 213.1 Gelagert 248 Cartesian 104.4 84.3 213.1 Gelagert 249 Cartesian 0.0 112.0 240.7 Gelagert 250 -Cartesian 104.4 112.0 240.7 Gelagert 251 Cartesian 0.0 84.3 268.2 Gelagert 252 Cartesian 104.4 84.3 268.2 Gelagert 253 -Cartesian 0.0 112.0 295.8 Gelagert 254 -Cartesian 104.4 112.0 295.8 Gelagert 255 Cartesian 0.0 84.3 323.3 Gelagert 256 -Cartesian 104.4 84.3 323.3 Gelagert Materials Matl. Modulus I Modulus I Spec. Weight I Coeff. of Th. Exp. I Partial Factor I Material No. E [psi] G [psi] g [kip/in3] a[1/K] g,.. [-] Model 1 Steel S 3551 EN 1993-1-1:2005-05 30457900.0 I 11114600.0 I 0.0003 I 1.20E-05 I 1.1 O I Isotropic Linear Elastic 2 Steel S 350 GD I EN 10147:2000-07 30451900.0 I 11145100.0 I 0.0003 I 1.20E-05 I 1.1 O I isotropic Linear Elastic Cross-Sections Section Mall. J [in'] 1, [in'] 1, (in'] Principal Axes Rotation Overall Dimensions [in] No. No. A lin2] A, (in2] A, pn2] a l"I a' 1·1 Width b Height h 2 SHAPE-THIN PX 140X100X3.0_LCO 2 0.01 7.75 3.43 0.00 0.00 3.94 5.51 1.94 0.52 0.35 3 SHAPE-THIN C403015 2 0.00 0.10 0.05 0.00 0.00 1.18 1.57 0.25 0.11 0.06 5 SHAPE-THIN NEW-HUT 135X50X2.0 2 0.00 1.50 0.45 0.00 0.00 1.97 5.31 0.71 0.23 0.19 6 SHAPE-THIN NEW -HUT 135X50X2.5 2 0.00 1.85 0.55 0.00 0.00 1.97 5.31 0.87 0.28 0.24 7 SHAPE-THIN C 110X50X15X3 2 0.00 2.94 0.51 0.00 0.00 1.97 4.33 1.02 0.30 0.40 8 Flat Bar 0.12/1 .65 1 0.00 0.04 0.00 0.00 0.00 0.12 1.65 0.20 0.16 0.16 Index C (19.01.2023) 9 Project: HM Electronics 2, Carlsbad -CA, USA Cross-Sections Section No. 14 Mall. J [in'] I, [in'] No. A [in2) A, [in2) SHAPE-THIN NEW -HUT 135X50X2.0 -GEDECKEL T 2 0.77 2.38 1.11 0.20 Cross-Sections -Stiffness Reduction Section No. Description 3 SHAPE-THIN C403015 8 Flat Bar 0.12/1.65 Index C (19.01.2023) •■SCHJo=ER Rack type: Logimat SLL I, [in'] A. [in2] 0.72 0.51 Principal Axes a['] 0.00 Factor J Factor I, [-) [-1 1.00 1.00 1.00 1.00 10 Rotation a'["] 0,00 Project No.: 9900002986 Overall Dimensions [in] Width b Height h 2.05 5.31 Factor I, Factor A Factor A, Factor A, 1-1 1-1 [-) 1-1 1.00 0.12 1.00 1.00 1.00 0.33 1.00 1.00 ••SCHJO=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 SHAPE-THIN PX 140X100X3.0_LC0 .. Cross-Section Property Symbol Value Unit Cross-sectional area A 1.94 in2 Shear area A. 0.52 in2 Shear area A, 0.35 in2 Location of the center of gravity Ys 0.00 in Location of the center of gravity Zs 0.00 in Moment of Inertia 1, 7.75 in4 Moment of inertia I, 3.43 in" Moment of inertia 1,. 0.00 in• Angle of principal axis a 0.00 Moment of inertia about lhe principal axis lu 7.75 in• Moment of inertia about the principal axis I, 3.43 In' Polar moment of inertia Ip 11.18 in" Polar moment of Inertia lp,M 35.15 in" Governing radius of gyration r, 2.00 In Governing radius of gyration r, 1.33 in Governing radius of gyration r,, 0.00 in Radius of gyration (principal axis) r. 2.00 in Radius of gyration (principal axis) r, 1.33 in Polar radius of gyration r, 2.40 in Polar radius of gyration rp,M 4.26 in Warping radius of gyration rw,M 1.12 in Weight wt 9.8 kg/m Surface A..., 0.841 m2/m Torsional constant J 0.01 in" Torsional constant, St. Venant portion JstVen 0.01 in• Torsional constant, Bredt portion J.,.., 0.00 in" Torsional section modulus S, 0.00 in3 Distance from the shear center to the center of gravity YM -3.51 In Distance from the shear center to the center of gravity ZM 0.00 in Warping constant referring to M Cw 44.24 in8 Fade factor I 0.008851 1fln Elastic section modulus Sy.max 2.81 in3 Elastic section modulus s,.roo -2.81 in3 Elastic section modulus s., •.. 1.42 ln3 Elastic section modulus Sz.min -2.26 in3 Warping section modulus W...-4.87 in• Warping section modulus W..,mn -4.87 in" Statical moment of area o~--1.79 in3 Statical moment of area Ov,m.x -0.59 in3 Normalized warping constant Wno 9.09 in2 Warping statical moment Ow 2.26 in" Stability parameter according to Kindem r,.Khd9m 0.00 in Stability parameter according to Kindem rz,Khc»m 0.24 in Plastic section modulus z,.fflh 3.59 in3 Plastic section modulus Zz,tNX 2.36 in3 Index C (19.01.2023) 11 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 SHAPE-THIN C40301 5 . .. Cross-Section Property Symbol Value Unit Cross-sectional area A 0.25 in2 Shear area A., 0.11 in2 Shear area A, 0.06 in2 Location of the center of gravity Ys 0.43 in Location of the center of gravity Zs 0.00 In Moment of inertia 1, 0.10 in" Moment of inertia 1, 0.05 in" Moment of Inertia 1,, 0.00 In' Angle of principal axis a 0.00 . Momeni of inertia about the principal axis lu 0.10 In' Moment of inertia about the principal axis I, 0.05 in4 Polar moment of inertia Ip 0.15 in4 Polar moment of inertia lp.M 0.41 in" Goveming radius of gyration r, 0.64 in Govemlng radius of gyration r, 0.43 in Goveming radius of gyration r,, 0.00 in Radius of gyration (principal axis) r, 0.64 in Radius of gyration (principal axis) r, 0.43 in Polar radius of gyration r. 0.77 in Polar radius of gyration rp,M 1.29 in Warping radius of gyration rw,M 0.26 in Weight wt 1.2 kg/m Surface A.., 0.215 m2/m Torsional constant J 0.00 in" Torsional constant, SI. Venanl portion Jsiven 0.00 in" Torsional conslant, Bredt portion J.,.., 0.00 in' Torsional section modulus S, 0.00 ln3 Distance from the shear center to the center of gravity YM -1.03 in Distance from the shear center to the center of gravity ZM 0.00 in Warping constant referring to M C. 0.03 1n• Fade factor I 0.064219 Mn Elastic section modulus S1.rTWC 0.13 in3 Elastic section modulus S1,min -0.13 in3 Elastic section modulus s~-0.06 in3 Elastic section modulus S,.m1n -0.10 in3 Warping section modulus Ww.max. 0.03 In' Warping section modulus Ww.rrwi -0.03 In' Statical moment of area Ou.nvx 0.07 in3 Statical moment of area a .... max 0.02 ln3 Normalized warping constant w,., 0.88 in2 Warping statical moment Ow 0.00 in4 Stability parameter according to Kindem ry,Kndem 0.00 in Stability parameter rM,y 0.00 In Stability parameter according to Kindem rz.~ 0.41 in Stability parameter fM,z 0.00 In Plastic section modulus Zy,mu: 0.15 ln3 Plastic section modulus 2':,mn 0.10 in3 Plastic shape factor Zu.mo,/Su 1.156 Plastic shaoe factor Zv,rraJSv 1.587 Index C (19.01 .2023) 12 •■SCHBFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 SHAPE-THIN NEW -HUT 135X50X2.0 " Cross-Section Property Symbol Value Unit Cross-sectional area A 0.71 in2 Shear area A., 0.23 in2 Shear area A, 0.19 in2 Location of the center of gravity ys 0.95 in Location of the center of gravity ZS 2.66 in Moment of inertia 1, 1.50 in" Moment of inertia 1, 0.45 in' Moment of inertia ,,, 0.00 in" Angle of principal axis a 0.00 ' Moment of inertia about the principal axis I, 1.50 in" Moment of inertia about the principal axis I, 0.45 in" Polar moment of inertia Ip 1.95 In' Polar moment of inertia lp,M 3.72 in" Governing radius of gyration r, 1.46 in Governing radius of gyration r, 0.80 in Governing radius of gyration r,,_ 0.00 in Radius of gyration (principal axis) r, 1.46 in Radius of gyration (principal axis) r, 0.80 in Polar radius of gyration ro 1.66 In Polar radius of gyration rp,M 2.30 in Warping radius of gyration rw,M 0.34 In Weight wt 3.6 kg/m Surface A.., 0.460 m2/m Torsional constant J 0.00 in" Torsional constant, St. Venant portion Js111.n 0.00 in" Torsional constant, Bredl portion J., ... 0.00 In' Torsional section modulus S, 0.00 ln3 Distance from the shear center to the center of gravity YM 1.58 In Distance from the shear center lo the center of gravity ZM 0.00 In Warping constant referring to M Cw 0.43 in6 Fade factor I 0.035923 rnn Elastic section modulus Sr.mo 0.56 in3 Elastic section modulus s,.,min -0.56 in3 Elastic section modulus Sz.max 0.46 in3 Elastic section modulus S r:.ITWI -0.46 in3 Warping section modulus Ww.max 0.26 in4 Warping section modulus Ww.ffW'I -0.26 In' Statical moment of area Ou.mtx 0.47 in3 Statical moment of area Ov,mu -0.13 in3 Normalized warping constant w .... 1.67 in2 Warping statical moment Ow 0.07 In' Stability parameter according lo Kindem ry,K,ind,t,m 0.00 in Stability parameter according to Kindem rz.K.ind9m -1.55 in Plastic section modulus Zy.mu 0.94 in3 Plastic section modulus z,_.,,., 0.53 in3 Plastic shape factor z.. .... JS, 1.667 Plastic shape factor Z, . .,.JS.. 1.148 Buckling curve (DIN 18800-2:2008-11) BCy,DIN C BucktinQ curve /DIN 18800-2:2008-11 l BCz,OIN C Index C (19.01.2023) 13 •■SCHBFER ------------------- Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 SHAPE-THIN NEW -HUT 135X50X2.5 " Cross-Section Property Symbol Value Unit Cross-sectional area A 0.87 Jn> Shear area Au 0.28 in2 Shear area A, 0.24 in2 Location of the center of gravity ys 0.94 in Location of the center of gravity Zs 2.66 in Moment of inertia 1, 1.85 in4 Moment of inertia I, 0.55 in4 Moment of inertia 1,,, 0.00 in• Angle of principal axis a 0.00 • Moment of inertia about the principal axis lu 1.85 in4 Moment of inertia about the principal axis I, 0.55 in4 Polar moment of inertia Ip 2.40 In• Polar moment of inertia lp,M 4.52 in4 Governing radius of gyration r, 1.46 in Governing radius of gyration r, 0.79 in Governing radius of gyration r,,, 0.00 in Radius of gyration (principal axis) ru 1.46 In Radius of gyration (principal axis) r, 0.79 in Polar radius of gyration r. 1.66 in Polar radius of gyration rp,M 2.27 in Warping radius of gyration rw.M 0.34 in Weight wt 4.4 kg/m Surface A,,., 0.458 m2/m Torsional constant J 0.00 in4 Torsional constant, St. Venant portion Jstven 0.00 In• Torsional constant, Bradt portion J.,,.. 0.00 in4 Torsional section modulus S, 0.00 in3 Distance from the shear center to the center of gravity YM 1.56 in Distance from the shear center to the center of gravity 2M 0.00 in Warping constant referring to M C. 0.52 in6 Fade factor I 0.045631 1rin Elastic section modulus S,.m•x 0.70 in3 Elastic section modulus Sy.min -0.70 in3 Elastic section modulus Sz.m.x 0.56 in3 Elastic section modulus St.min -0.56 in3 Warping section modulus Ww.~ 0.31 in• Warping section modulus W w.rrwi -0.31 in4 Statical moment of area Ou.max 0.58 in3 Statical moment of area a .... ,.,... -0.16 in3 Normalized warping constant w,.,, 1.65 in2 Warping statical moment Ow 0.09 in' Stability parameter according to Kindem r,,1<.nc»m 0.00 in Stability parameter according to Kindem fz.,Kincklm -1.57 in Plastic section modulus Zy,m1x 1.16 in3 Plastic section modulus z.. ... , 0.65 ln3 Plastic shape factor z.. ... ,/Sv 1.667 Plastic shape factor Z, . .-.JS. 1.155 Buckling curve (DIN 18800-2:2008-11) BC,,OIN C Buckling curve /DIN 18800-2:2008-11) BCz,DIN C Index C (19.01.2023) 14 .. SCHJIFER Project Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 FLAT BAR 0.12/1.65 .. Cross-Section Property Symbol Value Unit Sheet width b 0.12 In Sheet thickness t 1.65 In Cross-sectional area A 0.20 ln2 Shear area A, 0.16 in2 Shear area A. 0.16 in2 Moment of Inertia 1, 0.04 In' Moment of Inertia I, 0.00 In' Governing radius of gyration r, 0.46 In Governing radius of gyration r, 0.03 In Polar radius of gyration ro 0.46 In Weight wt 1.0 kg/m Surface A.., 0.090 m2/m Torsional constant J 0.00 in4 Section modulus for torsion s, 0.01 ln3 Elastic section modulus s, 0.05 in3 Elastic section modulus S, 0.00 ln3 Statical moment of area a, .... 0.04 ln3 Statical moment of area a,.rMX 0.00 ln3 Plastic section modulus Zy,mtk 0.06 In' Plastic section modulus z.._, 0.01 in~ Plastic shape factor Z,_,/S, 1.500 Plastic shape factor z..-JS, 1.500 Bucl<ling curve (DIN 18800-2:2008-11) BC,.01• C Buckling curve (DIN 16800-2:2008-11) BC,.OIN C Bucl<ling curve acc. to EN Be, .•• C Bucl<ling curve acc. to EN ac, •• C Buckling curve acc. to EN for steel S 460 Be, .••. ...., C Buckling curve acc. to EN for steel S 460 BCLEN,$480 C Index C (19.01.2023) 15 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 SHAPE-THIN C10050153 .. Cross-Section Property Symbol Value Unit Cross-sectional area A 0.99 in2 Shear area A, 0.32 in2 Shear area A, 0.35 in2 Location of the center of gravity Ys 0.62 in Location of the center of gravity Zs 0.00 in Moment of inertia 1, 2.39 in◄ Moment of inertia I, 0.50 in◄ Moment of inertia 1,. 0.00 In' Angle of principal axis a 0.00 Moment of inertia about the principal axis 1, 2.39 in• Moment of inertia abOut the principal axis I, 0.50 in• Polar moment of inertia Ip 2.90 in" Polar moment of inertia lp,M 5.25 in" Governing radius of gyration r, 1.56 In Governing radius of gyration r, 0.71 in Governing radius of gyration r,, 0.00 In Radius of gyration (principal axis) r, 1.56 in Radius of gyration (principal axis) r, 0.71 in Polar radius of gyration r. 1.71 In Polar radius of gyration rp,M 2.30 in Warping radius of gyration rw,M 0.56 In Weight wt 5.0 kg/m Surface A.., 0.431 m2/m Torsional constant J 0.00 in" Torsional constant, St. Venant portion JstVen 0.00 in" Torsional constant, Bredt portion J., ... 0.00 in4 Torsional section modulus S, 0.00 in3 Distance from the shear center to the center of gravity YM -1.54 in Distance from the shear center to the center of gravity ZM 0.00 in Warping constant referring to M Cw 1.65 in8 Fade factor I 0.032827 1/in Elastic section modulus s ,.ma11 1.21 in3 Elastic section modulus s,,,,.,., -1.21 in3 Elastic section modulus Sz,max 0.39 in3 Elastic section modulus S""'" -0.74 in3 Warping section modulus W w,max 0.51 in" Warping section modulus W w.rrw1 -0.51 in4 Statical moment of area OU,rr.x 0.71 in3 Statical moment of area Ov,rM11 0.16 in3 Normalized warping constant Wno 3.23 in2 Warping statical moment Ow 0.00 In' Stability parameter according to Kindem ry.Klndilm 0.00 in Stability parameter ,..._, 0.00 in Stability parameter according to Kindem r,-., 1.52 In Stability parameter rM,z 0.00 in Plastic section modulus Zy,mu 1.42 in3 Plastic section modulus ~.max 0.61 in3 Plastic shape factor Z.,....,JS, 1.172 Plastic shaoe factor Zv,t'MJS,, 1.562 Index C (19.01.2023) 16 ••SCHJFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 SHAPE-THIN NEW-HUT 135XS0X2.0 -GEDECKELT - I . - '" .. Cross-Section Property Symbol Value Unit Cross-sectional area A 1.11 in2 Shear area A., 0.20 in2 Shear area A, 0.51 in2 Location of the center of gravity Y• 0.58 in Location of the center of gravity Zs 2.66 In Moment of inertia 1, 2.38 in4 Moment of inertia 1, 0.72 in4 Moment of inertia 1,, 0.00 in" Angle of principal axis a 0.00 Moment of inertia about the principal axis I, 2.38 in" Moment of inertia about the principal axis I, 0.72 in' Polar moment of inertia Ip 3.11 in" Polar moment of inertia lp,M 3.24 in" Governing radius of gyration r, 1.46 in Governing radius of gyration r, 0.81 in Governing radius of gyration r,, 0.00 In Radius of gyration (principal axis) r, 1.46 in Radius of gyration (principal axis) r, 0.81 in Polar radius of gyration ro 1.67 in Polar radius of gyration rp,M 1.71 in Warping radius of gyration rw,M 0.24 In Weight wt 5.6 kg/m Surface A..., 0,371 m2/m Torsional constant J 0.77 In' Torsional constant, St. Venant portion JstV.n 0.00 In' Torsional constant, Bredt portion J., ... 0.76 in" Torsional section modulus S, 0.85 ln3 Distance from the shear center to the center of gravity YM 0.34 in Distance from the shear center to the center of gravity ZM 0.00 in Warping constant referring to M Cw 0.18 ln8 Fade factor I 1.267190 rnn Elastic section modulus s,,.,.,. 0.90 in3 Elastic section modulus s,_.,., -0.90 in3 Elastic section modulus Sz.max 0.54 in3 Elastic section modulus Sz.min -1.04 in3 Warping section modulus Ww,max 0.20 in4 Warping section modulus Ww,rrin -0.20 in4 Statical moment of area O u,rn.)I 0.40 in3 Statical moment of area Ov,nwx 0.20 in3 Normalized warping constant w,.. 0.92 in2 Warping statical moment Ow 0.06 in" Plastic section modulus Zy,mu: 1.46 in3 Plastic section modulus Zz,,..... 0.71 ln3 Plastic shape factor z.. ... JS, 1.626 Plastic shape factor Z, ... JS. 1.317 Index C (19.01.2023) 17 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Member Hinges Releas Reference Force Release or Spring [kip/in] Moment Release or Spring [kipin/rad] e No. System Pxlu, P/u, P,/u, M,fJx M,fJ, M,/j, 1 Global X,Y,Z -X - Nonlinearity -Scissors - 2 Local x,y,z --1327.620 1026.690 Nonlinearity ---- Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b ('] Start End Start End No. No. L (in] 1 Beam 1 9 Angle 180.00 2 2 -4.4 z 2 Beam 2 10 Angle 0.00 2 2 ---4,4 z 3 Beam 3 11 Angle 180.00 2 2 ----4.4 z 4 Beam 4 12 Angle 0.00 2 2 ----4,4 z 5 Beam 5 13 Angle 180.00 2 2 ----4.4 z 6 Beam 6 14 Angle 0.00 2 2 ----4.4 z 7 Beam 7 15 Angle 180.00 2 2 ----4.4 z 8 Beam 8 16 Angle 0.00 2 2 ----4.4 z 9 Beam 159 161 Angle 180.00 2 2 ----5.9 z 10 Beam 160 162 Angle 180.00 2 2 ---5.9 z 11 Beam 161 119 Angle 180.00 2 2 ---13.2 z 12 Beam 162 123 Angle 180.00 2 2 ----13.2 z 13 Beam 9 17 Angle 180.00 2 2 ---2.6 z 14 Beam 10 18 Angle 0.00 2 2 ----2.6 z 15 Beam 11 19 Angle 180.00 2 2 ----2.6 z 16 Beam 12 20 Angle 0.00 2 2 ----2.6 z 17 Beam 13 21 Angle 180.00 2 2 ---2.6 z 18 Beam 14 22 Angle 0.00 2 2 ---2.6 z 19 Beam 15 23 Angle 180.00 2 2 -2.6 z 20 Beam 16 24 Angle 0.00 2 2 ---2.6 z 21 Beam 17 18 Angle 180.00 6 6 1 1 -27.7 y 22 Beam 18 19 Angle 180.00 6 6 1 1 -56.7 y 23 Beam 19 20 Angle 180.00 6 6 1 1 --27.7 y 24 Beam 22 18 Angle 0.00 7 7 2 2 --104.4 X 25 Beam 19 23 Angle 0.00 7 7 2 2 --104.4 X 26 Beam 21 22 Angle 0.00 6 6 1 1 --27.7 y 27 Beam 22 23 Angle 0.00 6 6 1 1 --56.7 y 28 Beam 23 24 Angle 0.00 6 6 1 1 --27.7 y 29 Truss ( N only ) 33 10 Angle 0.00 3 3 --34.0 YZ 30 Truss ( N only ) 9 34 Angle 0,00 3 3 ---34.0 YZ 31 Beam 207 234 Angle 0.00 2 2 ---27.6 z 32 Truss ( N only ) 11 36 Angle 0.00 3 3 ----34.0 vz 33 Truss ( N only ) 37 14 Angle 0.00 3 3 ----34.0 YZ 34 Truss ( N only ) 13 38 Angle 0.00 3 3 ----34.0 YZ 35 Beam 146 207 Angle 0.00 2 2 ---5.3 z 36 Truss ( N only ) 15 40 Angle 0.00 3 3 ----34.0 YZ 37 Beam 17 25 Angle 180.00 2 2 ----14.8 z 38 Beam 18 26 Angle 0.00 2 2 ----14.8 z 39 Beam 19 27 Angle 180.00 2 2 ----14.8 z 40 Beam 20 28 Angle 0.00 2 2 ---14.8 z 41 Beam 21 29 Angle 180.00 2 2 --14.8 z 42 Beam 22 30 Angle 0.00 2 2 ---14.8 z 43 Beam 23 31 Angle 180.00 2 2 ----14.8 z 44 Beam 24 32 Angle 0.00 2 2 ----14.8 z 45 Beam 25 26 Angle 180.00 6 6 1 1 --27.7 y 46 Beam 26 27 Angle 180.00 6 6 1 1 --56.7 y 47 Beam 27 28 Angle 160.00 6 6 1 1 -27.7 y 48 Null 29 25 Angle 0.00 9 9 ---104.4 X 49 Truss ( N only ) 35 12 Angle 0.00 3 3 ----34.0 YZ Index C (19.01.2023) 18 •aSCHm=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b [•J Start End Start End No. No. L pnJ 50 Beam 29 30 Angle 0.00 6 6 1 1 -27.7 y 51 Beam 30 31 Angle 0.00 6 6 1 1 -56.7 y 52 Beam 31 32 Angle 0.00 6 6 1 1 -27.7 y 53 Beam 25 33 Angle 160.00 2 2 ---2.3 z 54 Beam 26 34 Angle 0.00 2 2 ---2.3 z 55 Beam 27 35 Angle 180.00 2 2 ---2.3 z 56 Beam 28 36 Angle 0.00 2 2 ---2.3 z 57 Beam 29 37 Angle 180.00 2 2 --2.3 z 58 Beam 30 38 Angle 0.00 2 2 ---2.3 z 59 Beam 31 39 Angle 180.00 2 2 ----2.3 z 60 Beam 32 40 Angle 0.00 2 2 ----2.3 z 61 Beam 33 41 Angle 180.00 2 2 ----19.7 z 62 Truss ( N only ) 39 16 Angle 0.00 3 3 ---34.0 YZ 63 Truss ( N only ) 42 33 Angle 0.00 3 3 ---34.0 YZ 64 Beam 34 42 Angle 0.00 2 2 ----19.7 z 65 Beam 35 43 Angle 180.00 2 2 ---19.7 z 66 Truss ( N only ) 112 49 Angle 0.00 3 3 --34.0 vz 67 Truss ( N only ) 36 43 Angle 0.00 3 3 ----34.0 YZ 68 Beam 36 44 Angle 0.00 2 2 ---19.7 z 69 Beam 37 45 Angle 180.00 2 2 --19.7 z 70 Truss ( N only ) 52 113 Angle 0.00 3 3 -34.0 YZ 71 Truss ( N only ) 46 37 Angle 0.00 3 3 ---34.0 vz 72 Beam 38 46 Angle 0.00 2 2 ---19.7 z 73 Beam 39 47 Angle 180.00 2 2 ----19.7 z 74 Truss ( N only) 116 53 Angle 0.00 3 3 ----34.0 YZ 75 Truss ( N only ) 40 47 Angle 0.00 3 3 ----34.0 YZ 76 Beam 40 48 Angle 0.00 2 2 ----19.7 z 77 Tension 24 60 Angle 0.00 8 8 ----126.2 xz 78 Tension 20 64 Angle 0.00 8 8 ---126.2 xz 79 Beam 41 49 Angle 180.00 2 2 ----19.7 z 80 Truss ( N only ) 49 42 Angle 0.00 3 3 ---34.0 YZ 81 Truss ( N only ) 56 118 Angle 0.00 3 3 ----34.0 YZ 82 Beam 42 50 Angle 0.00 2 2 ----19.7 z 83 Beam 43 51 Angle 180.00 2 2 ----19.7 z 84 Truss ( N only ) 43 52 Angle 0.00 3 3 --34.0 YZ 85 Truss ( N only ) 119 112 Angle 0.00 3 3 ---34.0 YZ 86 Beam 44 52 Angle 0.00 2 2 -19.7 z 87 Beam 45 53 Angle 180.00 2 2 ---19.7 z 88 Truss ( N only) 113 122 Angle 0.00 3 3 ----34.0 YZ 89 Truss ( N only ) 53 46 Angle 0.00 3 3 --34,0 YZ 90 Beam 46 54 Angle 0.00 2 2 -19.7 z 91 Beam 47 55 Angle 180.00 2 2 ----19.7 z 92 Truss ( N only ) 123 116 Angle 0.00 3 3 ----34.0 YZ 93 Truss ( N only ) 47 56 Angle 0.00 3 3 ----34.0 YZ 94 Beam 48 56 Angle 0.00 2 2 ---19.7 z 95 Beam 49 57 Angle 180.00 2 2 ----14.4 z 96 Beam 50 58 Angle 0.00 2 2 ----14.4 z 97 Beam 51 59 Angle 180.00 2 2 ----14.4 z 98 Beam 52 60 Angle 0.00 2 2 ----14.4 z 99 Beam 53 61 Angle 180.00 2 2 ----14.4 z 100 Beam 54 62 Angle 0.00 2 2 ----14.4 z 101 Beam 55 63 Angle 180.00 2 2 ----14.4 z 102 Beam 56 64 Angle 0.00 2 2 ---14.4 z 103 Truss { N only ) 118 125 Angle 0.00 3 3 ----34.0 vz 104 Truss ( N only ) 191 119 Angle 0.00 3 3 ----39.1 YZ 105 Truss ( N only ) 122 192 Angle 0.00 3 3 --39.1 YZ 106 Truss ( N only ) 193 123 Angle 0.00 3 3 --39.1 YZ 107 Truss ( N only) 125 194 Angle 0.00 3 3 --39.1 YZ 108 Truss ( N only ) 195 191 Angle 0.00 3 3 ----39.1 YZ Index C (19.01.2023) 19 •■SCHJD=EA Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b ["] Start End Start End No. No. L [in] 109 Truss ( N only) 192 196 Angle 0.00 3 3 . . . 39.1 YZ 110 Truss ( N only ) 197 193 Angle 0.00 3 3 . . 39.1 YZ 111 Beam 57 58 Angle 180.00 6 6 1 1 . 27.7 y 112 Beam 58 59 Angle 180.00 6 6 1 1 . 56.7 y 113 Beam 59 60 Angle 180.00 6 6 1 1 . 27.7 y 114 Beam 61 57 Angle 180.00 14 14 2 2 . 104.4 X 115 Beam 60 64 Angle 180.00 14 14 2 2 . . 104.4 X 116 Beam 61 62 Angle 0.00 6 6 1 1 . . 27.7 y 117 Beam 62 63 Angle 0.00 6 6 1 1 . . 56.7 y 118 Beam 63 64 Angle 0.00 6 6 1 1 . . 27.7 y 119 Beam 20 24 Angle 180.00 14 14 2 2 . . 104.4 X 120 Truss ( N only ) 194 198 Angle 0.00 3 3 . . . . 39.1 YZ 121 Truss ( N only ) 199 195 Angle 0.00 3 3 . . . . 39.1 vz 122 Truss ( N only ) 196 200 Angle 0.00 3 3 . . . . 39.1 YZ 123 Truss ( N only ) 201 197 Angle 0.00 3 3 . . . . 39.1 YZ 124 Truss ( N only ) 198 202 Angle 0.00 3 3 . . . . 39.1 YZ 125 Truss ( N only ) 203 199 Angle 0.00 3 3 . . . 39.1 vz 126 Truss ( N only ) 200 204 Angle 0.00 3 3 39.1 YZ 127 Beam 147 208 Angle 180.00 2 2 . . 5.3 z 128 Truss ( N only ) 34 41 Angle 0.00 3 3 . 34.0 YZ 129 Truss ( N only ) 50 135 Angle 0.00 3 3 . 34.0 YZ 130 Truss ( N only ) 38 45 Angle 0.00 3 3 . . 34.0 vz 131 Truss ( N only ) 54 137 Angle 0.00 3 3 . 34.0 YZ 132 Truss ( N only ) 41 50 Angle 0.00 3 3 . . . 34.0 YZ 133 Beam 58 112 Angle 0.00 2 2 . . 5.3 z 134 Beam 59 113 Angle 180.00 2 2 . . . 5.3 z 135 Beam 60 149 Angle 0.00 2 2 . . . 5.3 z 136 Beam 62 116 Angle 0.00 2 2 . . 5.3 z 137 Beam 63 118 Angle 180.00 2 2 . . 5.3 z 138 Beam 64 150 Angle 0.00 2 2 . . . . 5.3 z 139 Beam 57 135 Angle 180.00 2 2 . . . 5.3 z 140 Beam 61 137 Angle 180.00 2 2 . . . . 5.3 z 141 Beam 77 78 Angle 180.00 6 6 1 1 . 27.7 y 142 Beam 78 79 Angle 180.00 6 6 1 1 . . 56.7 y 143 Beam 79 80 Angle 180.00 6 6 1 1 . . 27.7 y 144 Tension 64 88 Angle 0.00 8 8 . . . . 130.8 xz 145 Tension 60 92 Angle 0.00 8 8 . . . . 130.8 xz 146 Beam 81 82 Angle 0.00 6 6 1 1 . . 27.7 y 147 Beam 82 83 Angle 0.00 6 6 1 1 . . 56.7 y 148 Beam 83 84 Angle 0.00 6 6 1 1 . . 27.7 y 149 Tension 89 161 Angle 180.00 8 8 . . . . 124.0 xz 150 Tension 162 85 Angle 180.00 8 8 . . . . 124.0 xz 151 Truss ( N only ) 135 138 Angle 0.00 3 3 . . . 34.0 YZ 152 Truss ( N only ) 45 54 Angle 0.00 3 3 . . . 34.0 YZ 153 Truss ( N only ) 137 223 Angle 0.00 3 3 . . . . 34.0 YZ 154 Truss ( N only ) 138 224 Angle 0.00 3 3 . . . . 39.1 YZ 155 Truss ( N only ) 223 225 Angle 0.00 3 3 . 39.1 YZ 156 Truss ( N only ) 224 226 Angle 0.00 3 3 . . . 39.1 YZ 157 Truss ( N only ) 225 227 Angle 0.00 3 3 . . . 39.1 YZ 158 Truss ( N only ) 226 228 Angle 0.00 3 3 . . . . 39.1 YZ 159 Beam 85 86 Angle 180.00 6 6 1 1 . . 27.7 y 160 Beam 86 87 Angle 180.00 6 6 1 1 . . 56.7 y 161 Beam 87 88 Angle 180.00 6 6 1 1 . . 27.7 y 162 Beam 89 85 Angle 180.00 14 14 2 2 . 104.4 X 163 Beam 88 92 Angle 180.00 14 14 2 2 . 104.4 X 164 Beam 89 90 Angle 0.00 6 6 1 1 . . 27.7 y 165 Beam 90 91 Angle 0.00 6 6 1 1 56.7 y 166 Beam 91 92 Angle 0.00 6 6 1 1 . 27.7 y 167 Beam 85 195 Angle 180.00 2 2 . . . 1.4 z Index C (19.01.2023) 20 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b ('] Start End Start End No. No. L (in] 168 Truss ( N only ) 227 229 Angle 0.00 3 3 ---39.1 YZ 169 Truss ( N only ) 228 230 Angle 0.00 3 3 ----39.1 YZ 170 Beam 88 196 Angle 0.00 2 2 --1.4 z 171 Beam 89 197 Angle 180.00 2 2 --1.4 z 172 Truss ( N only ) 44 35 Angle 0.00 3 3 --34.0 YZ 173 Truss ( N only ) 149 51 Angle 0.00 3 3 --34.0 YZ 174 Beam 92 198 Angle 0.00 2 2 ----1.4 z 175 Beam 93 94 Angle 180.00 6 6 1 1 -27.7 y 176 Beam 94 95 Angle 180.00 6 6 1 1 -56.7 y 177 Beam 95 96 Angle 180.00 6 6 1 1 --27.7 y 178 Beam 93 97 Angle 0.00 14 14 2 2 --104.4 X 179 Beam 94 98 Angle 270.00 5 5 ---104.4 X 180 Tension 100 93 Angle 90.00 8 8 ----153.1 XY 181 Tension 97 96 Angle 90.00 8 8 ----153.1 XY 182 Beam 95 99 Angle 270.00 5 5 ----104.4 X 183 Beam 96 100 Angle 180.00 14 14 2 2 --104.4 X 184 Beam 97 98 Angle 0.00 6 6 1 1 -27.7 y 185 Beam 98 99 Angle 0.00 6 6 1 1 -56.7 y 186 Beam 99 100 Angle 0.00 6 6 1 1 --27.7 y 187 Truss ( N only ) 205 201 Angle 0.00 3 3 ----39.1 YZ 188 Truss ( N only ) 202 206 Angle 0.00 3 3 ---39.1 vz 189 Truss ( N only ) 207 203 Angle 0.00 3 3 ---39.1 YZ 190 Truss ( N only ) 204 208 Angle 0.00 3 3 --39.1 YZ 191 Truss ( N only ) 209 205 Angle 0.00 3 3 ---39.1 YZ 192 Truss ( N only ) 206 210 Angle 0.00 3 3 --39.1 vz 193 Truss ( N only ) 211 207 Angle 0.00 3 3 --39.1 YZ 194 Truss ( N only ) 208 212 Angle 0.00 3 3 --39.1 YZ 195 Truss ( N only) 213 209 Angle 0.00 3 3 -39.1 YZ 196 Truss ( N only ) 210 214 Angle 0.00 3 3 ---39.1 YZ 197 Truss ( N only) 215 211 Angle 0.00 3 3 ---39.1 YZ 198 Truss ( N only ) 212 216 Angle 0.00 3 3 ---39.1 YZ 199 Truss ( N only) 217 213 Angle 0.00 3 3 --39.1 YZ 200 Truss ( N only ) 214 218 Angle 0.00 3 3 ----39.1 YZ 201 Truss ( N only ) 219 215 Angle 0.00 3 3 --39.1 YZ 202 Truss ( N only ) 216 220 Angle 0.00 3 3 -39.1 vz 203 Truss ( N only ) 221 217 Angle 0.00 3 3 ----39.1 vz 204 Truss ( N only ) 218 222 Angle 0.00 3 3 ---39.1 vz 205 Truss ( N only ) 229 231 Angle 0.00 3 3 ----39.1 YZ 206 Truss ( N only) 230 232 Angle 0.00 3 3 ----39.1 vz 207 Truss ( N only ) 231 233 Angle 0.00 3 3 ----39.1 YZ 208 Truss ( N only ) 232 234 Angle 0.00 3 3 ----39.1 YZ 209 Beam 102 103 Angle 180.00 6 6 1 1 --27.7 y 210 Beam 103 106 Angle 180.00 6 6 1 1 --56.7 y 211 Beam 106 107 Angle 180.00 6 6 1 1 --27.7 y 212 Tension 92 156 Angle 0.00 8 8 ----130.8 xz 213 Tension 88 168 Angle 0.00 8 8 ----130.8 xz 214 Beam 109 129 Angle 0.00 6 6 1 1 --27.7 y 215 Beam 129 132 Angle 0.00 6 6 1 1 -56.7 y 216 Beam 132 133 Angle 0.00 6 6 1 1 --27.7 y 217 Tension 157 85 Angle 180.00 8 8 ---130.8 xz 218 Tension 89 136 Angle 180.00 8 8 ---130.8 xz 219 Beam 136 146 Angle 180.00 6 6 1 1 --27.7 y 220 Beam 146 147 Angle 180.00 6 6 1 1 --56.7 y 221 Beam 147 156 Angle 180.00 6 6 1 1 -27.7 y 222 Beam 157 136 Angle 180.00 14 14 2 2 --104.4 X 223 Beam 156 168 Angle 180.00 14 14 2 2 -104.4 X 224 Beam 157 158 Angle 0.00 6 6 1 1 -27.7 y 225 Beam 158 167 Angle 0.00 6 6 1 1 --56.7 y 226 Beam 167 168 Angle 0.00 6 6 1 1 --27.7 y Index C (19.01.2023) 21 ••SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b[') Start End Start End No. No. L (in) 227 Beam 158 209 Angle 0.00 2 2 ---5.3 z 228 Truss ( N only ) 233 235 Angle 0.00 3 3 ----39.1 vz 229 Beam 167 210 Angle 180.00 2 2 ----5.3 z 230 Truss ( N only ) 234 236 Angle 0.00 3 3 ---39.1 vz 231 Truss ( N only ) 235 237 Angle 0.00 3 3 ---39.1 YZ 232 Beam 169 170 Angle 180.00 6 6 1 1 --27.7 y 233 Beam 170 175 Angle 180.00 6 6 1 1 --56.7 y 234 Beam 175 176 Angle 180.00 6 6 1 1 -27.7 y 235 Tension 168 184 Angle 0.00 8 8 ---115.4 xz 236 Tension 156 188 Angle 0.00 8 8 ---115.4 xz 237 Beam 177 178 Angle 0.00 6 6 1 1 27.7 y 238 Beam 178 179 Angle 0.00 6 6 1 1 --56.7 y 239 Beam 179 180 Angle 0.00 6 8 1 1 --27.7 y 240 Tension 185 136 Angle 180.00 8 8 ----115.4 xz 241 Tension 157 181 Angle 180.00 8 8 ---115.4 xz 242 Beam 181 182 Angle 180.00 6 6 1 1 --27.7 y 243 Beam 182 183 Angle 180.00 6 6 1 1 --58.7 y 244 Beam 183 184 Angle 180.00 6 6 1 1 --27.7 y 245 Beam 185 181 Angle 180.00 14 14 2 2 --104.4 X 246 Beam 184 188 Angle 180.00 14 14 2 2 --104.4 X 247 Beam 185 186 Angle 0.00 6 6 1 1 -27.7 y 248 Beam 186 187 Angle 0.00 6 6 1 1 -56.7 y 249 Beam 187 188 Angle 0.00 6 6 1 1 --27.7 y 250 Beam 169 181 Angle 180.00 2 2 ----9.8 z 251 Truss ( N only ) 238 238 Angle 0.00 3 3 ----39.1 vz 252 Truss ( N only ) 237 239 Angle 0.00 3 3 ----39.1 vz 253 Truss ( N only ) 48 39 Angle 0.00 3 3 ----34.0 vz 254 Truss ( N only ) 150 55 Angle 0.00 3 3 ---34.0 YZ 255 Truss ( N only ) 51 44 Angle 0.00 3 3 ---34.0 YZ 256 Beam 176 184 Angle 0.00 2 2 ----9.8 z 257 Truss ( N only ) 151 149 Angle 0.00 3 3 ----34.0 vz 258 Beam 177 185 Angle 180.00 2 2 ----9.8 z 259 Truss ( N only ) 55 48 Angle 0.00 3 3 ----34.0 vz 260 Truss ( N only ) 240 150 Angle 0.00 3 3 ----34.0 YZ 261 Truss ( N only ) 241 151 Angle 0.00 3 3 ----39.1 vz 262 Truss ( N only ) 242 240 Angle 0.00 3 3 ----39.1 vz 263 Truss ( N only ) 243 241 Angle 0.00 3 3 ---39.1 vz 264 Beam 180 188 Angle 0.00 2 2 ---9.8 z 265 Truss ( N only ) 244 242 Angle 0.00 3 3 ---39.1 YZ 266 Tension 188 96 Angle 0.00 8 8 ----114.6 xz 267 Tension 184 100 Angle 0.00 8 8 ----114.6 xz 268 TenstOn 97 181 Angle 180.00 8 8 ----114.6 xz 269 Tension 185 93 Angle 180.00 8 8 ----114.6 xz 270 Beam 102 203 Angle 180.00 2 2 ----17.1 z 271 Beam 138 232 Angle 180.00 2 2 ----5.3 z 272 Beam 103 230 Angle 0.00 2 2 ----17.1 z 273 Beam 106 247 Angle 180.00 2 2 ----17.1 z 274 Beam 107 204 Angle 0.00 2 2 ----17.1 z 275 Beam 156 249 Angle 0.00 2 2 ---5.3 z 276 Beam 109 205 Angle 180.00 2 2 ---17.1 z 277 Beam 157 233 Angle 180.00 2 2 ----5.3 z 278 Beam 129 231 Angle 0.00 2 2 ----17.1 z 279 Beam 112 138 Angle 0.00 2 2 ----19.7 z 280 Beam 113 151 Angle 180.00 2 2 ---19.7 z 281 Beam 122 80 Angle 0.00 2 2 ----14.4 z 282 Beam 116 223 Angle 0.00 2 2 --19.7 z 283 Beam 118 240 Angle 180.00 2 2 ---19.7 z 284 Beam 125 84 Angle 0.00 2 2 ---14.4 z 285 Beam 119 77 Angle 180.00 2 2 ----14.4 z Index C (19.01.2023) 22 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logirnat SLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b ['] Start End Start End No. No. L [in] 286 Beam 123 81 Angle 180.00 2 2 ----14.4 z 287 Beam 77 224 Angle 180.00 2 2 ----13.2 z 288 Beam 78 191 Angle 0.00 2 2 ----13.2 z 289 Beam 79 192 Angle 180.00 2 2 ----13.2 z 290 Beam 80 241 Angle 0.00 2 2 ----13.2 z 291 Beam 81 225 Angle 180.00 2 2 ----13.2 z 292 Beam 82 193 Angle 0.00 2 2 ----13.2 z 293 Beam 83 194 Angle 180.00 2 2 ----13.2 z 294 Beam 84 242 Angle 0.00 2 2 ----13.2 z 295 Beam 86 226 Angle 0.00 2 2 ----1.4 z 296 Beam 87 243 Angle 180.00 2 2 ----1.4 z 297 Beam 90 227 Angle 0.00 2 2 ----1.4 z 298 Beam 91 244 Angle 180.00 2 2 ---1.4 z 299 Beam 132 248 Angle 180.00 2 2 --17.1 z 300 Beam 133 206 Angle 0.00 2 2 --17.1 z 301 Beam 168 250 Angle 0.00 2 2 --5.3 z 302 Beam 181 236 Angle 180.00 2 2 ---11.2 z 303 Beam 170 182 Angle 0.00 2 2 ---9.8 z 304 Beam 182 215 Angle 0.00 2 2 ---11.2 z 305 Beam 175 183 Angle 180.00 2 2 ---9.8 z 306 Beam 183 216 Angle 180.00 2 2 ---11.2 z 307 Beam 184 253 Angle 0.00 2 2 ---11.2 z 308 Beam 185 237 Angle 180.00 2 2 ---11.2 z 309 Beam 178 186 Angle 0.00 2 2 ---9.8 z 310 Beam 186 217 Angle 0.00 2 2 --11.2 z 311 Beam 179 187 Angle 180.00 2 2 ---9.8 z 312 Beam 187 218 Angle 180.00 2 2 ---11.2 z 313 Beam 188 254 Angle 0.00 2 2 -11.2 z 314 Truss ( N only ) 245 243 Angle 0.00 3 3 ---39.1 YZ 315 Truss ( N only ) 246 244 Angle 0.00 3 3 ---39.1 YZ 316 Truss ( N only ) 247 245 Angle 0.00 3 3 ---39.1 YZ 317 Truss ( N only ) 248 246 Angle 0.00 3 3 ----39.1 vz 31 8 Truss ( N only ) 249 247 Angle 0.00 3 3 ----39.1 YZ 31 9 Truss ( N only ) 250 248 Angle 0.00 3 3 ----39.1 vz 320 Truss ( N only ) 251 249 Angle 0.00 3 3 ----39.1 YZ 321 Truss ( N only ) 252 250 Angle 0.00 3 3 ----39.1 YZ 322 Truss ( N only ) 253 251 Angle 0.00 3 3 ----39.1 YZ 323 Truss ( N only ) 254 252 Angle 0.00 3 3 ----39.1 YZ 324 Truss ( N only ) 255 253 Angle 0.00 3 3 ----39.1 vz 325 Truss ( N only) 256 254 Angle 0.00 3 3 ----39.1 YZ 326 Beam 160 159 Angle 160.00 14 14 2 2 --104.4 X 327 Beam 162 161 Angle 180.00 14 14 2 2 --104.4 X 328 Beam 234 170 Angle 0.00 2 2 ---6.5 z 329 Beam 208 251 Angle 160.00 2 2 ---27.6 z 330 Beam 251 175 Angle 180.00 2 2 ---6.5 z 331 Beam 149 122 Angle 0.00 2 2 --19.7 z 332 Beam 150 125 Angle 0.00 2 2 --19.7 z 333 Beam 135 159 Angle 180.00 2 2 --0.6 z 334 Beam 137 160 Angle 180.00 2 2 --0.6 z 335 Beam 195 228 Angle 180.00 2 2 --27.6 z 336 Beam 228 102 Angle 180.00 2 2 ---10.5 z 337 Beam 196 245 Angle 0.00 2 2 ---27.6 z 338 Beam 245 107 Angle 0.00 2 2 ---10.5 z 339 Beam 197 229 Angle 180.00 2 2 --27.6 z 340 Beam 229 109 Angle 180.00 2 2 ---10.5 z 341 Beam 198 246 Angle 0.00 2 2 --27.6 z 342 Beam 246 133 Angle 0.00 2 2 ----10.5 z 343 Beam 209 235 Angle 0.00 2 2 ---27.6 z 344 Beam 235 178 Angle 0.00 2 2 ----6.5 z Index C (19.01.2023) 23 ••SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Members Mbr. Node Rotation Cross-Section Hinge No. Ecc. Div. Length No. Member Start End Type b [•] Start End Start End No. No. L [in] 345 Beam 210 252 Angle 180.00 2 2 ----27.6 z 346 Beam 252 179 Angle 180.00 2 2 ----6.5 z 347 Beam 203 136 Angle 180.00 2 2 ---22.3 z 348 Beam 232 211 Angle 180.00 2 2 ---27.6 z 349 Beam 21 1 169 Angle 180.00 2 2 --6.5 z 350 Beam 230 146 Angle 0.00 2 2 ---22.3 z 351 Beam 247 147 Angle 180.00 2 2 ---22.3 z 352 Beam 204 156 Angle 0.00 2 2 ----22.3 z 353 Beam 249 212 Angle 0.00 2 2 ---27.6 z 354 Beam 212 176 Angle 0.00 2 2 ----6.5 z 355 Beam 205 157 Angle 180.00 2 2 ---22.3 z 356 Beam 233 213 Angle 180.00 2 2 ---27.6 z 357 Beam 213 177 Angle 180.00 2 2 ---6.5 z 358 Beam 231 158 Angle 0.00 2 2 -22.3 z 359 Beam 138 78 Angle 0.00 2 2 --14.4 z 360 Beam 151 79 Angle 180.00 2 2 --14.4 z 361 Beam 223 82 Angle 0.00 2 2 --14.4 z 362 Beam 240 83 Angle 180.00 2 2 --14.4 z 363 Beam 224 85 Angle 180.00 2 2 ---26.2 z 364 Beam 191 86 Angle 0.00 2 2 ----26.2 z 365 Beam 192 87 Angle 180.00 2 2 ----26.2 z 366 Beam 241 88 Angle 0.00 2 2 ---26.2 z 367 Beam 225 89 Angle 180.00 2 2 ----26.2 z 368 Beam 193 90 Angle 0.00 2 2 ----26.2 z 369 Beam 194 91 Angle 180.00 2 2 ----26.2 z 370 Beam 242 92 Angle 0.00 2 2 ----26.2 z 371 Beam 226 199 Angle 0.00 2 2 ----27.6 z 372 Beam 199 103 Angle 0.00 2 2 ----10.5 z 373 Beam 243 200 Angle 180.00 2 2 ----27.6 z 374 Beam 200 106 Angle 180.00 2 2 ----10.5 z 375 Beam 227 201 Angle 0.00 2 2 ----27.6 z 376 Beam 201 129 Angle 0.00 2 2 ---10.5 z 377 Beam 244 202 Angle 180.00 2 2 ---27.6 z 378 Beam 202 132 Angle 180.00 2 2 ----10.5 z 379 Beam 248 167 Angle 180.00 2 2 ---22.3 z 380 Beam 206 168 Angle 0.00 2 2 --22.3 z 381 Beam 250 214 Angle 0.00 2 2 --27.6 z 382 Beam 214 180 Angle 0.00 2 2 ---6.5 z 383 Beam 236 219 Angle 180.00 2 2 ---27.6 z 384 Beam 219 93 Angle 180.00 2 2 --8.5 z 385 Beam 215 238 Angle 0.00 2 2 ---27.6 z 386 Beam 238 94 Angle 0.00 2 2 --8.5 z 387 Beam 216 255 Angle 180.00 2 2 ---27.6 z 388 Beam 255 95 Angle 180.00 2 2 ---8.5 z 389 Beam 253 220 Angle 0.00 2 2 ----27.6 z 390 Beam 220 96 Angle 0.00 2 2 ---8.5 z 391 Beam 237 221 Angle 180.00 2 2 ---27.6 z 392 Beam 221 97 Angle 180.00 2 2 ----8.5 z 393 Beam 217 239 Angle 0.00 2 2 ---27.6 z 394 Beam 239 98 Angle 0.00 2 2 ---8.5 z 395 Beam 218 256 Angle 180.00 2 2 ----27.6 z 396 Beam 256 99 Angle 180.00 2 2 --8.5 z 397 Beam 254 222 Angle 0.00 2 2 ---27.6 z 398 Beam 222 100 Angle 0.00 2 2 ---8.5 z Index C (19.01.2023) 24 •■SCHJo=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Sets of Members Set Set of Members Length No. Description Type Member No. [in] Comment 1 Sled prutu 1 Conlin. member 3,15,39,55,65,83,97,134,280,36 331.9 0,289,365,296,373,374,273,351 ,127,329,330,305,306,387,388 2 Sled prutu 2 Conlin. member 1, 13,37, 53,61, 79,95, 139,333,9, 331.9 ll,285,287,363,167,335,336,27 0,347,271,348,349,250,302,383 ,384 3 Sled prutu 3 Conlin. member 2,14,38,54,64,82,96,133,279,35 331.9 9,288,364,295,371,372,272,350 ,35,31,328,303,304,385,386 4 Sled prutu 4 Conlin. member 4,16,40,56,68,86,98,135,331,28 331.9 1,290,366,170,337,338,274,352 ,275,353,354,256,307,389,390 5 Sled prutu 5 Conlin. member 5, 17,41,57,69,87 ,99, 140,334, 10 331.9 ,12,286,291,367,171,339,340,2 76,355,277,356,357,258,308,39 1,392 6 Sled prutu 6 Conlin. member 6, 18,42,58, 7 2,90, 100, 136,282,3 331.9 61,292,368,297,375,376,278,35 8,227,343,344,309,310,393,394 7 Sled prutu 7 Conlin. member 7, 19,43,59, 73,91, 101,137, 283,3 331.9 62,293,369,298,377,378,299,37 9,229,345,346,311,312,395,396 8 Sled prutu 8 Conlin. member 8,20,44,60, 76,94, 102,138,332,2 331.9 84,294,370, 174,341,342,300,38 0,301,381,382,264,313,397,398 Index C (19.01.2023) 25 a■SCHKFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodal Supports Support Rotation [0] Column Support Conditions No. Nodes No. Sequen about X I about Y I about Z inZ Ux· I Uy• I Uz· I ix· iv· I iz· 2 1-8 XYZ o.ool o.oo l 0.00 -X I X I X I -Spring I X Nodal Supports -Springs Support Translation Spring [kip/in] Rotation Spring [kipin/rad] No. Nodes No. Cu.X' J Cu,Y' J Cu,z· C1.x· I C1,v· I C1.z· 2 1-8 -I -1 -I 1oao.e40 I - Nodal Supports Support Rotation [0] Column Support Conditions No. 'Nodes No. Sequen about X I about Y I about Z inZ Ux· I Uy• I Uz· I ix· I iv· I ir 2 1-8 XYZ o.oo l o.ool 0.00 -X I X I X I -I X I X NODAL SUPPORTS Node Numbering Isometric 5 Index C (19.01.2023) 26 Project: HM Electronics 2, Carlsbad -CA, USA CENTER OF MASS Swinging mass centre (2/3 H) x=52.2 In· =56.0 In· z=221.3 In Center of mass x=52.2 In· =56.0 In· z=166.0 In Index C (19.01.2023) Rack type: Logimat SLL 27 ••SCHBFER Project No.: 9900002986 331.9 y-- 284.6 "l.(4,/ -y- 235.4 y-- 196.0 y-- 156.6 y-- 117.3 y-- 77.9 y-- Isometric a■SCHJO=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 UPRIGHT P140/100/3.0 78.7in M 1:100 FRAME BRACING C40/30/1.5 78.7 in M1:100 Index C {19.01.2023) 28 •■SCHBFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 INNER HAT-PROFILES 135/50/2.0 1a.1n M 1:100 FRONT/SIDE HAT-PROFILE 135/50/2.5-gedeckelt (reinforced) 1e.1n M1:100 Index C (19.01.2023) 29 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 SIDE HAT-PROFILE 135/50/2.5 lsomelric 78.7 in M1:100 FLAT BAR 0.12/1.65 78.711 M1:IOO Index C (19.01.2023) 30 •■SCHJFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 C 100/50/15/3.0 Isometric 78 7in M 1:100 Index C (19.01.2023) 31 ••SCHBFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Load Cases Load Load Case No Standard Self-Weight -Factor in Direction Case Description Action Category Active X y z LC1 Dead Load Permanent X 0.000 0.000 -1.000 LC2 Product Load Imposed - LC3 Product Load_app Imposed - LC4 Imperfection X and Y _ H/200 Imperfection - LC5 Seismic In X Earthquake - LC6 Seismic In Y Earthquake - Load Combinations Load Load Combination Combln. OS Description No. Fact0< Load Case C01 ULS 1.4•LC 1 + 1.2•LC2 + LC4 1 1.40 LC1 Dead Load 2 1.20 LC2 Product Load 3 1.00 LC4 Imperfection X and Y _ H/200 CO2 ULS 1.2•LC1 + 1.4.LC2 + LC4 1 1.20 LC1 Dead Load 2 1.40 LC2 Product Load 3 1.00 LC4 Imperfection X and Y _ H/200 C021 SEIS 1.348.LC 1 + 0.943•LC2 + LC5 + 0.3•LC6 1 1.348 LC1 Dead Load 2 0.943 LC2 Product Load 3 1.00 LC5 Seismic In X 4 0.30 LC6 Seismic in Y C022 SEIS 1.348.LC1 + 0.943.LC2 + LC5 -0.3.LC6 1 1.348 LC1 Dead Load 2 0.943 LC2 Product Load 3 1.00 LC5 Seismic in X 4 --0.30 LC6 Seismic in Y C023 SEIS 1.348.LC 1 + 0.943•LC2 + 0.3•LC5 + LC6 1 1.348 LC1 Dead Load 2 0.943 LC2 Product Load 3 0.30 LC5 Seismic in X 4 1.00 LC6 Seismic In Y C024 SEIS 1.348.LC 1 + 0.943.LC2 + 0.3•LC5 -LC6 1 1.348 LC1 Dead Load 2 0.943 LC2 Product Load 3 0.30 LC5 Seismic in X 4 -1.00 LC6 Seismic In Y C031 $EIS 0. 752•LC 1 + 0. 752.LC3 + 2•LC5 + 0.6•LC6 1 0.752 LC1 Dead Load 2 0.752 LC3 Product Load_app 3 2.00 LC5 Seismic In X 4 0.60 LC6 Seismic In Y C032 $EIS 0.752·LC1 + 0.752.LC3 + 2·LC5 -0.6·LC6 1 0.752 LC1 Dead Load 2 0.752 LC3 Product Load_app 3 2.00 LC5 Seismic In X 4 --0.60 LC6 Seismic in Y C033 SEIS 0.752•LC1 + 0.752•LC3 + 0.6•LC5 + 2•LC6 1 0.752 LC1 Dead Load 2 0.752 LC3 Product Load_app 3 0.60 LC5 SelsmlcinX 4 2.00 LC6 Seismic in Y C034 $EIS 0. 752.LC 1 + 0. 752.LC3 + 0.6.LC5 -2•LC6 1 0.752 LC1 Dead Load 2 0.752 LC3 Product Load_app 3 0.60 LC5 Seismic in X 4 -2.00 LC6 Selsmlc lnY Result Combinations Result Combin Description Loading RC1 C01/p or C02/p or C021/p or to C024 RC2 C031/p or to C034 Index C (19.01.2023) 32 Project: HM Electronics 2, Carlsbad -CA, USA LC1 Dead Load 3.2 Member Loads Reference On Members No. to No. 1 Set of 1-8 members DL = 3400 kg • SW/ 8 /H m LC1: Dead Load LCt . Dead Load Loads lkip/"w,J Index C (19.01.2023) Load Type Force ••SChAFEl"I Rack type: Project No.: Logimat SLL 9900002986 LCt:DNdLo&d Load Load Reference Load Parameters Distribution Direction Length Symbol I Value I Unit Uniform z True Length p l -0.002 1 kipfln Isometric 0.002 0.002 0.002 ·0.002 33 Project: HM Electronics 2, Carlsbad -CA, USA LC2 Product Load 3.2 Member Loads Reference On Members No. to No. 1 Set of 1-8 members PL = 20000 kg / 8 /H m LC2: Product Load LC2:-lload Loads(qw!J Index C (19.01 .2023) Load Type Force ••SCHJFER Rack type: Project No.: LogimatSLL 9900002986 LC2: Product Loed Load Load Reference Load Parameters Distribution Direction Length Symbol I Value I Unit Uniform z True Length p I -0.0171 kipnn 0017 0017 0017 0017 17 34 Project: HM Electronics 2, Carlsbad -CA, USA LC3 Product Load for seismic uplift 3.2 Member Loads Reference No. to 1 Set of members PL.2/3 On Members No. 1-8 LC3: Product Load for seismic uplift LC3: Product Load_app Loads(kip/ln] Index C (19.01.2023) Load Type Force ••SCHJD=ER Rack type: Project No.: LogimatSLL 9900002986 LC3 Product lOlld for ..it,ric l4lift Load Load Reference Load Parameters Distribution Direction Length Symbol I Value I Unit Un~orm z True Length p I -0.011 I kip/in 0.011 0.011 0,011 0.011 35 Project: HM Electronics 2, Carlsbad -CA, USA LC4 Imperfection X and Y _ H/200 3.4 Imperfections Reference No. to On Members No. 1 Set of members 1,2,5,7 2 Set of members 3,4,6,8 3 Set of members 1,2,5,7 4 Set of members 3,4,6,8 LC4: Imperfection X and Y _ H/200 LOI ~ection X IWld Y _ H/200 Loads (-1 Index C (19.01.2023) Dir. y y z z •■SCHJD=ER Rack type: Project No.: Logimat SLL 9900002986 LC.4. ~nX • Y _ H1200 Inclination Precamber Apply eo 1/io,d [-,in] Ueo,eo [-,in] from eo H Comment -200 0 lndlnalion H / 200 200 0 lndinalion H / 200 -200 0 lnctlnation H / 200 200 0 . lnctinalion H / 200 36 Project: HM Electronics 2, Carlsbad -CA, USA LC5 Seismic in X 3 2 Member Loads Reference No. to 1 Set of members On Members Load No. Type 1-8 Force Base Shear Vx = Sax • W = (kNJ; V/8'2/H (m] LC5: Seismic in X LC5 : Seismic in X loads~! Index C (19.01.2023) 0 004 Rack type: Logimat SLL Load l oad Distributio Direction n Trapezoidal X 37 •■SCHJD=ER Project No.: 9900002986 LC5:s.llmlclnX Reference Load Parameters Over Tot. Length Symbol Value Unit Length True Length p, 0.000 kipnn X p, 0.004 kipnn Project: HM Electronics 2, Carlsbad -CA, USA LC6 Seismic in Y 3.2 Member Loads Reference No. to 1 Set of members On Members Load No. Type 1-8 Force Base Shear Vy= Say • w = (kN); v1a•21H (m) LC6: Seismic in Y LC6 : Seismic il Y Loads [lcipmJ Index C (19.01.2023) Rack type: LogimatSLL Load Load Distributio Direction n Trapezoldal y 38 •■SCHJD=ER Project No.: 9900002986 Lee SHtnlclnY Reference Load Parameters Over Tot. Length Symbol Value Unit Length True Length p, 0.000 kip/on X p:, 0.005 kip/on lsomelric •■SCHBFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results -Summary Description Value Unit Comment LC 1 -Dead Load Sum of loads in X 0.000 kip Sum of support reactions in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support reactions in Y 0.000 kip Sum of loads in Z -7.645 kip Sum of support reactions in Z -7.645 kip Deviation -0.00% Resultant of reactions about X -1.591 kipin At center of gravity of model (X:52.205, Y:55.660, Z:169.466 in) Resultant of reactions about Y 0.000 klpln At center of gravity of model Resultant of reactions about Z 0.000 klpin At center of gravity of model Max displacement in X -0.001 in Member No. 233, x: 28.3 In Max displacement in Y -0.001 in Member No. 246, x: 52.2 in Max displacement in Z -0.008 in Member No. 179, x: 52.2 in Max vectorial displacement 0.008 in Member No. 179, x: 52.2 in Max rotation about X 0.0 mrad Member No. 210, x: 48.2 In Max rotation about Y 0.2 mrad Member No. 179, x: 20.9 in Max rotation about Z 0.0 mrad Member No. 232, x: 0.0 in Method of analysis Linear Geometrically linear analysis Stiffness reduction multiplied by coefficient - Number of load increments 1 Number of Iterations 2 LC2 -Product Load Sum of loads in X 0.000 kip Sum of support reactions in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support reactions in Y 0.000 kip Sum of loads in Z -44.962 kip Sum of support reactions in Z -44.962 kip Deviation 0.00% Resultant of reactions about X -15.448 kipin At center of gravity of model (X:52.205, Y:55.660, Z:169.466 in) Resultant of reactions about Y 0.003 kipin At center of gravity of model Resultant of reactions about Z 0.000 kipin At center of gravity of model Max displacement in X -0.000 in Max displacement in Y -0.001 in Member No. 79, x: 2.0 in Max displacement In Z -0.016 In Member No. 176, x: 28.3 in Max vectorial displacement O.D16 in Member No. 176, x: 28.3 in Max rotation about X 0.0 mrad Member No. 53, x: 2.2 in Max rotation about Y -0.0 mrad Max rotation about Z 0.0 mrad Method of analysis Linear Geometrically linear analysis Stiffness reduction multiplied by coefficient - Number of load Increments 1 Number of iterations 2 LC3 -Product Load_app Sum of loads in X 0.000 kip Sum of support reactions in X -0.000 kip Sum of loads in Y 0.000 kip Sum of support reactions in Y 0.000 kip Sum of loads in z -29.975 kip Sum of support reactions in z -29.975 kip Deviation -0.00% Resultant of reactions about X -10.298 kipin At center of gravity of model (X:52.205, Y:55.660, Z:169.466 in) Resultant of reactions about Y 0.002 klpin At center of gravity of model Resultant of reactions about Z 0.000 klpln At center of gravity of model Max displacement in X -0.000 in Max displacement In Y -0.001 in Member No. 79, x: 2.0 In Max displacement in Z -0.010 in Member No. 176, x: 28.3 in Max vectorial displacement 0.010 in Member No. 176, x: 28.3 in Max rotation about X 0.0 mrad Member No. 53, x: 2.2 in Max rotation about Y -0.0 mrad Max rotation about Z 0.0 mrad Index C (19.01.2023) 39 ••SCHJO=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results -Summary Description Value Unit Comment Method of analysis Linear Geometrically linear analysis Stiffness reduction multiplied by coefficient - Number of load increments 1 Number of iterations 2 LC5 -Seismic in X Sum of loads in X 5.665 kip Sum of support reactions in X 5.665 kip Deviation 0.00% Sum ofloads in Y 0.000 kip Sum of support reactions In Y -0.000 kip Sum of loads in Z 0.000 kip Sum of support reactions In Z 0.000 kip Resultant of reactions about X 0.000 kipin At center of gravity of model (X:52.205, Y:55.660, Z:169.466 in) Resultant of reactions about Y 293.277 kipin At center of gravity of model Resultant of reactions about Z -1.946 kipin At center of gravity of model Max displacement in X 0.769 in Member No. 178, x: 0.0 In Max displacement in Y 0.148 in Member No. 184, x: 0.0 in Max displacement in z -0.020 in Member No. 183, x: 104.4 in Max vectorial displacement 0.783 in Member No. 178, x: 104.4 In Max rotation about X -0.8 mrad Member No. 392, x: 7.7 in Max rotation about Y 7.7 mrad Member No. 69, x: 16. 7 in Max rotation about Z 7.3 mrad Member No. 226, x: 11.1 in Method of analysis Linear Geometrically linear analysis Stiffness reduction multiplied by coefficient - Number of load increments 1 Number of iterations 3 LC6 -Seismic in Y Sum of loads in X 0.000 kip Sum of support reactions in X 0.000 kip Sum of loads in Y 6.972 kip Sum of support reactions in Y 6.972 kip Deviation 0.00% Sum of loads in Z 0.000 kip Sum of support reactions in Z 0.000 kip Resultant of reactions about X -360.926 kipin At center of gravity of model (X:52.205, Y:55.660, Z:169.466 in) Resultant of reactions about Y 0.000 kipin At center of gravity of model Resultant of reactions about Z 0.000 kipin At center of gravity of model Max displacement in X 0.000 in Member No. 363, x: 1.3 in Max displacement in Y 0.457 In Member No. 177, x: 27.7 In Max displacement in Z -0.023 in Member No. 322, x: 0.0 in Max vectorial displacement 0.458 In Member No. 177, x: 27.7 in Max rotation about X -1.9 mrad Member No. 234, x: 27.7 in Max rotation about Y 0.0 mrad Member No. 9, x: 3.2 in Max rotation about Z 0.0 mrad Member No. 141, x: 0.0 in Method of analysis Linear Geometrically linear analysis Stiffness reduction multiplied by coefficient - Number of load increments 1 Number of iterations 2 CO1 -1.4•LC1 + 1.2•LC2 + LC4 Sum of loads In X 0.000 kip Sum of support reactions in X 0.000 kip Sum ofloads in Y 0.000 kip Sum of support reactions in Y 0.000 kip Sum of loads in Z -64.657 kip Sum of support reactions in Z -64.657 kip Deviation 0.00% Max displacement in X 0.091 in Member No. 175, x: 0.0 in Max displacement in Y -0.049 in Member No. 181, x: 153.1 in Max displacement in Z -0.034 in Member No. 182, x: 4 7.0 in Max vectorial displacement 0.106 in Member No. 175, x: 0.0 in Max rotation about X 0.2 mrad Member No. 1, x: 0.0 In Max rotation about Y 0.5 mrad Member No. 69, x: 18.7 in Index C (19.01.2023) 40 a■SCHJl"FER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results• Summary Description Value Unit Comment Max rotation about Z 0.4 mrad Member No. 226, x: 12.5 in Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X V,, V, for ... Stiffness reduction by gamma-M X Consider favorable effects of tensile forces X Divide results by CO factor Number of load Increments 1 Number of iterations 4 Calculate critical load factor .. CO2· 1.2•LC 1 + 1.4•LC2 + LC4 Sum of loads in X 0.000 kip Sum of support reactions in X 0.000 kip Sum of loads in Y 0.000 kip Sum of support reactions in Y 0.000 kip Sum of loads in Z --72.120 kip Sum of support reactions in Z --72.120 kip Deviation --0.00% Max displacement in X 0.102 in Member No. 175, x: 0.0 in Max displacement in Y .. ().055 in Member No. 177, x: 27.7 in Max displacement In Z --0.036 in Member No. 182, x: 47.0 in Max vectorial displacement 0.119 in Member No. 175, x: 0.0 In Max rotation about X 0.2 mrad Member No. 1, x: 0.0 In Max rotation about Y 0,6 mrad Member No. 69, x: 18.7 in Max rotation about Z 0.5 mrad Member No. 226, x: 12.5 in Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, V,, V,. M,, M,, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor .. Number of load increments 1 Number of iterations 4 Calculate critical load factor .. CO21 • 1.348•LC 1 + 0.943.LC2 + LC5 + 0.3•LC6 Sum of loads in X 5.665 kip Sum of support reactions in X 5.665 kip Deviation 0.00% Sum of loads In Y 2.092 kip Sum of support reactions in Y 2.092 kip Deviation 0.00% Sum of loads in Z --52.704 kip Sum of support reactions in Z --52.704 kip Deviation 0.00% Max displacement In X 1.432 in Member No. 178, x: 0.0 in Max displacement in Y 0.490 in Member No. 183, x: 104.4 in Max displacement in Z --0.047 In Member No. 183, x: 104.4 In Max vectorial displacement 1.513 in Member No. 178, x: 104.4 in Max rotation about X --1.7 mrad Member No. 369, x: 13. 1 in Max rotation about Y 10.5 mrad Member No. 87, x: 1.0 in Max rotation about Z 8.2 mrad MemberNo.116, x: 15.2 in Method of analysis 2nd Order Second order analysis (Nonlinear, nmoshenko) Internal forces referred to deformed system X N, V,, V,. M,, M,, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor .. Number of toad increments 1 Number of Iterations 4 Calculate critical toad factor .. CO22 • 1.348.LC 1 + 0.943.LC2 + LC5 • 0.3•LC6 Sum of loads in X 5.665 kip Index C (19.01.2023) 41 a■SCHJFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results -Summary Description Value Unit Comment Sum of support reactions in X 5.665 kip Deviation 0.00% Sum of loads in Y -2.092 kip Sum of support reactions in Y -2.092 kip Devialion 0.00% Sum of loads In Z -52.704 kip Sum of support reactions in Z -52.704 kip Deviation 0.00% Max displacement in X 1.438 in Member No. 175, x: 0.0in Max displacement In Y -0.484 in Member No. 181, x: 153.1 in Max displacement in Z -0.039 in Member No.182, x: 31 .3 in Max vectorial displacement 1.517 in Member No. 175, x: 0.0 in Max rotation about X 1.7 mrad Member No. 1, x: 0.0 in Max rotation about Y 10.6 mrad Member No. 87, x: 1.0 in Max rotation about Z 8.3 mrad MemberNo.116, x: 15.2in Method of analysis 2nd Order Second order analysis (Nonlinear, Tlmoshenko) lnlemal forces referred to deformed system X N, Vi, Vz, Mr, Mz, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor Number of load increments 1 Number of iterations 5 Calculate critical load factor CO23 -1.348•LC1 + 0.943'LC2 + 0.3•LC5 + LC6 Sum of loads in X 1.700 kip Sum of support reactions in X 1.700 kip Deviation -0.00% Sum of loads in Y 6.972 kip Sum of support reactions in Y 6.972 kip Deviation 0.00% Sum of loads in Z -52.704 kip Sum of support reactions in Z -52.704 kip Deviation 0.00% Max displacement In X 0.435 in Member No. 175, x: 16.6 in Max displacement in Y 1.149 In Member No. 183, x: 104.4 in Max displacement in Z -0.054 in Member No. 183, x: 62.6 in Max vectorial displacement 1.228 in Member No. 184, x: 20.8 In Max rolation aboul X -4.2 mrad Member No. 8, x: 0.0 in Max rotation about Y 3.1 mrad Member No. 87, x: 1.0 In Max rotation about Z 2.4 mrad Member No. 116, x: 15.2 in Method of analysis 2nd Order Second order analysis (Nonlinear, Tlmoshenko) Internal forces referred to deformed system X N, v,, v,, M,, M,, MT for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor - Number of load increments 1 Number of iterations 4 Calculate critical load factor - CO24 -1.348'LC 1 + 0.943'LC2 + 0.3•LC5 - LC6 Sum of loads in X 1.700 kip Sum of support reactions in X 1.700 kip Deviation -0.00% Sum of loads in Y -6.972 kip Sum of support reactions in Y -6.972 kip Deviation 0.00% Sum of loads in Z -52.704 kip Sum of support reactions In Z -52.704 kip Deviation 0.00% Max displacement in X 0.440 in Member No. 178, x: 0.0 in Max displacement in Y -1.158 In Member No. 181, x: 153.1 in Max displacement In Z -0.053 in Member No. 178, x: 52.2 in Max vectorial displacement 1.239 In Member No. 175, x: 0.0 in Max rotation about X 4.2 mrad Member No. 1, x: o.o In Max rotation about Y 3.2 mrad Member No. 87, x: 1.0 in Max rotalion about Z 2.5 mrad MemberNo.116. x: 15.2 in Index C (19.01.2023) 42 ••SCHJIFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results -Summary Description Value Unit Comment Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, V,, V,, M,, M,, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor Number of load increments 1 Number of iterations 4 Calculate critical load factor CO31 -0.752"LC1 + 0.752"LC3 + 2"LC5 + 0.6"LC6 Sum of loads in X 11 .330 kip Sum of support reactions in X 11.330 kip Deviation 0.00% Sum of loads in Y 4.183 kip Sum of support reactions in Y 4.183 kip Deviation 0.00% Sum of loads In Z -28.290 kip Sum of support reactions in Z -28.290 kip Deviation 0.00% Max displacement in X 2.790 in Member No. 175, x: 0.0 in Max displacement in Y 0.963 in Member No. 183, x: 104.4 in Max displacement in Z -0.064 in Member No. 183, x: 104.4 in Max vectorial displacement 2.950 in Member No. 184, x: 12.5 in Max rotation about X -3.3 mrad Member No. 369, x: 11.8 in Max rotation about Y 20.3 mrad Member No. 87. x: 1.0 in Max rotation about Z 15.8 mrad Member No. 116, x: 15.2 in Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, V,, V,, M,, M,, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor - Number of load increments 1 Number of iterations 5 Calculate critical load factor - CO32 -0. 752"LC 1 + 0. 752"LC3 + 2'LC5 - 0.6"LC6 Sum of loads in X 11.330 kip Sum of support reactions in X 11.330 kip Deviation 0.00% Sum of loads in Y -4.183 kip Sum of support reactions In Y -4.183 kip Deviation 0.00% Sum of loads in Z -28.290 kip Sum of support reactions in Z -28.290 kip Deviation 0.00% Max displacement in X 2.811 in Member No. 175, x: 0.0 in Max displacement in Y -0.953 in Member No. 181, x: 153.1 in Max displacement In Z -0.055 in Member No. 114, x: 78.3 in Max vectorial displacement 2.967 in Member No. 175, x: 0.0 in Max rotation about X 3.2 mrad Member No. 1, x: 0.0 in Max rotation about Y 20.7 mrad Member No. 87, x: 1.0 in Max rotation about Z 16.3 mrad MemberNo.116, x: 15.21n Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, v.,, Vz, M,., Mz, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor - Number of load increments 1 Number of iterations 5 Calculate critical load factor CO33 -0.752"LC1 + 0.752'LC3 + 0.6"LC5 + 2"LC6 Sum of loads in X 3.399 kip Index C (19.01.2023) 43 a■SCHKFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results • Summary Description Value Unit Comment Sum of support reactions in X 3.399 kip Deviation -0.00% Sum of loads In Y 13.944 kip Sum of support reactions in Y 13.944 kip Deviation -0.00% Sum of loads In Z -28.290 kip Sum of support reactions in z -28.290 kip Deviation 0.00% Max displacement In X 0.835 in Member No. 175, x: 18.0 in Max displacement In Y 2.274 in Member No. 183, x: 104.4 in Max displacement In Z -0.074 in Member No. 204, x: 39.1 in Max vectorial displacement 2.423 in Member No. 184, x: 20.8 in Max rotation about X -8.2 mrad Member No. 8, x: 0.0 in Max rotation about Y 6.0 mrad Member No. 87, x: 1.0 in Max rotation about Z 4.6 mrad Member No. 116, x: 15.2 in Method of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, V,, V,, M,. M,. Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor Number of load increments 1 Number of iterations 5 Calculate critical load factor . C034 • 0.752'LC1 + 0.752'LC3 + 0.6'LC5 - 2"LC6 Sum of loads in X 3.399 kip Sum of support reactions in X 3.399 kip Deviation -0.00% Sum of loads in Y -13.944 kip Sum of support reactions In Y -13.944 kip Deviation -0.00% Sum of loads in Z -28.290 kip Sum of support reactions in Z -28.290 kip Deviation 0.00% Max displacement in X 0.855 in Member No. 178, x: 0.0 in Max displacement in Y -2.295 in Member No. 181, x: 153.1 in Max displacement in Z -0.068 in Member No. 178, x: 52.2 in Max vectorial displacement 2.449 in Member No. 175, x: 0.0 In Max rotation about X 8.3 mrad Member No. 1, x: 0.0 in Max rotation about Y 6.3 mrad Member No. 87, x: 1.0 In Max rotation about Z 5.1 mrad Member No. 116, x: 15.2 in Melhod of analysis 2nd Order Second order analysis (Nonlinear, Timoshenko) Internal forces referred to deformed system X N, V,, V,, M,, M,, Mr for ... Stiffness reduction multiplied by coefficient X Consider favorable effects of tensile forces X Divide results by CO factor . Number of load increments 1 Number of iterations 5 Calculate critical load factor . Summary Max displacement in X 2.811 in C032, Member No. 175, x: 0.0 in Max displacement in Y -2.295 in C034, MemberNo.181, x: 153.1 in Max displacement In z -0.074 in C033, Member No. 204, x: 39.1 in Max vectorial displacement 2.967 in C032, Member No. 175, x: 0.0 in Max rotation about X 8.3 mrad C034, Member No. 1, x: 0.0 in Max rotation about Y 20.7 mrad C032, Member No. 87, x: 1.0 in Max rotation about Z 16.3 mrad C032, Member No. 116, x: 15.2 in Number of 1 D finite elements (member 398 elements) Number of FE mesh nodes 204 Number of equations 1224 Max number of iterations 100 Divisions of members for member results 10 Divisions of cable, foundation, or tapered 6 Index C (19.01.2023) 44 ••SCHJrFER --------------------- Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Results -Summary Description Value Unit Comment members Activate shear rigidity (A-y, A-z) of members X Activate failed members X Other Settings Max number of iterations : 100 Number of divisions for member results : 10 Member divisions, cables, foundation or tapered : 6 members Number of member divisions for searching maximum : 20 values Options x Activate shear stiffness of members (Ay, Az) x Modify stiffness (material, cross-sections, members, load cases and combinations) x Apply temperature/deformation load actions without stiffness modifications Precision and Tolerance -Change default setting Nonlinear effects -Activate -Support and elastic foundations x Failing members due to member type -Member hinges -Member elastic foundation -Member nonlinearities Reactivation of failed members x Special settings Failing members to be removed individually during successive iterations x Falling members to be assigned reduced stiffness Reduction factor of stiffness : 1000 Cross-Sections -Internal Forces Memb Node Location Forces [kN] Moments [kNm] er No. LC/CO No. X [in] N I V, I v. Mr I M, I M. Section No. 2: SHAPE-THIN PX 140X100X3.0 LC0 1 LC6 MAXN 0.0 > 56.102 4.002 0.004 0.000 -0.001 0.000 8 CO23 MINN 0.0 > -94.546 -4.272 1.461 0.003 -0.578 0.000 4 CO24 MAXV, 4.4 37.617 > 4.193 2.213 -0.002 -0.345 -0.474 1 CO24 MINV, 0.0 -84.790 > -4.285 -1.159 -0.006 1.453 0.000 4 LC5 MAXV, 0.0 35.112 0.734 > 8.287 0.000 -1.213 0.000 9 CO21 MIN Vi 0.0 -3.246 -0.021 > -6.278 -0.002 -2.390 0.009 5 CO21 MAX Mr 4.4 -17.544 1.601 -4.111 > 0.010 4.354 -0.184 334 CO21 MIN Mr 0.6 -20.994 -0.048 -5.136 >-0.016 -3.419 0.017 5 CO22 MAXM, 0.0 -51.924 -0.846 -4.052 -0.003 > 4.854 0.000 9 LC5 MINM, 5.9 1.232 0.013 -5.880 0.000 > -3.689 -0.027 13 CO24 MAXM, 0.0 -80.744 0.921 -1.177 -0.006 1.321 > 0.484 16 CO24 MINM, 0.0 34.092 -0.737 2.213 -0.002 -0.345 > -0.474 Section No. 3: SHAPE-THIN C403015 30 LC6 MAXN 0.0 > 6.482 0.000 0.000 0.000 0.000 0.000 49 LC6 MINN 0.0 > -6.485 0.000 0.000 0.000 0.000 0.000 29 LC1 MAXV, 0.0 -0.117 > 0.000 0.000 0.000 0.000 0.000 29 LC1 MINV, 0.0 -0.117 > 0.000 0.000 0.000 0.000 0.000 29 LC1 MAXVz 0.0 -0.117 0.000 > 0.000 0.000 0.000 0.000 29 LC1 MINV, 0.0 -0.117 0.000 > 0.000 0.000 0.000 0.000 29 LC1 MAX Mr 0.0 -0.117 0.000 0.000 > 0.000 0.000 0.000 29 LC1 MIN Mr 0.0 -0.117 0.000 0.000 > 0.000 0.000 0.000 29 LC1 MAXM, 0.0 -0.117 0.000 0.000 0.000 > 0.000 0.000 29 LC1 MINM, 0.0 -0.117 0.000 0,000 0.000 > 0.000 0.000 29 LC1 MAXM, 0.0 -0.117 0.000 0.000 0.000 0.000 > 0.000 29 LC1 MINM, 0.0 -0.117 0.000 0.000 0.000 0.000 > 0.000 Index C (19.01.2023) 45 •■SCHJ(FER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Cross-Sections -Internal Forces Memb Node Location Forces [kN] Moments [kNm] er No. LC/CO No. X [in] N I Vy I v, Mr I M, I M, Section No. 5: SHAPE-THIN NEW-HUT 135X50X2.0 179 LC6 MAXN 0.0 > 0.000 0.000 0.000 0.000 0.000 0.000 182 C022 MINN 104.4 > -0.025 0.111 0.258 0.000 0.343 -0.090 182 C022 MAXV, 104.4 -0.025 > 0.111 0.258 0.000 0.343 -0.090 179 C01 MINV, 0.0 -0.014 > -0.063 -0.006 0.000 0.007 -0.024 182 C022 MAXV, 10.4 -0.024 -0.004 > 0.258 0.000 -0.272 0.038 179 C021 MINV, 31.3 -0.021 -0.012 > -0.183 0.000 0.096 0.015 182 C022 MAX Mr 94.0 -0.024 0.099 0.258 > 0.000 0.275 -0.063 182 C022 MINMT 34.8 -0.024 0.026 0.258 > 0.000 -0.112 0.031 182 C022 MAXM, 104.4 -0.025 0.111 0.258 0.000 > 0.343 -0.090 182 C022 MINM, 0.0 -0.025 -0.017 0.258 0.000 > -0.340 0.035 179 LC5 MAXM, 104.4 0.000 -0.039 -0.162 0.000 -0.216 >0.051 182 C022 MIN M, 104.4 -0.025 0.111 0.258 0.000 0.343 >-0.090 Section No. 6: SHAPE-THIN NEW-HUT 135X50X2.5 45 LC2 MAXN 0.0 > 0.886 0.000 0.000 0.000 0.000 0.000 177 LC5 MINN 0.0 >-1.601 0.675 0.302 0.000 -0.212 0.327 111 C022 MAXV, 0.0 0.503 > 0.967 0.210 0.000 0.003 0.377 116 C022 MIN V, 27.7 0.137 > -0.975 -0.142 0.001 -0.088 0.307 239 C023 MAXV, 0.0 0.072 -0.063 > 1.104 0.001 -0.761 -0.044 233 C024 MINV, 0.0 -0.003 0.012 >-1.080 0.000 0.748 0.055 225 C021 MAX MT 56.7 0.087 -0.043 -0.493 > 0.003 -0.373 -0.173 221 C022 MIN Mr 0.0 -0.074 0.626 0.452 > -0.002 -0.334 0.167 233 C024 MAXM, 0.0 -0.003 0.012 -1.080 0.000 > 0.748 0.055 238 C023 MINM, 56.7 0.001 -0.009 -1.072 0.001 > -0.761 -0.044 111 C022 MAXM, 0.0 0.503 0.967 0.210 0.000 0.003 > 0.377 186 C021 MINM, 0.0 0.166 -0.793 0.560 0.001 -0.379 > -0.380 Section No. 7: SHAPE-THIN C 110X50X15X3 25 LC2 MAXN 0.0 > 0.000 0.000 0.000 0.000 0.000 0.000 25 C022 MINN 104.4 > -0.166 -0.005 -0.305 0.000 -0.299 0.006 24 C021 MAXV, 0.0 -0.095 > 0.018 0.471 0.000 -0.520 0.024 25 C022 MINV, 62.6 -0.166 >-0.005 -0.231 0.000 -0.014 0.001 24 C022 MAXV, 0.0 -0.097 0.017 > 0.476 0.000 -0.525 0.023 25 C021 MINV, 104.4 -0.166 -0.005 > -0.308 0.000 -0.302 0.005 24 C022 MAX MT 0.0 -0.097 0.017 0.476 > 0.000 -0.525 0.023 24 C022 MINMT 104.4 -0.097 0.017 0.290 > 0.000 0.490 -0.022 24 C022 MAXM, 104.4 -0.097 0.017 0.290 0.000 > 0.490 -0.022 24 C022 MINM, 0.0 -0.097 0.017 0.476 0.000 > -0.525 0.023 24 C021 MAXM, 0.0 -0.095 O.Q18 0.471 0.000 -0.520 > 0.024 24 C021 MINM, 104.4 -0.095 0.017 0.286 0.000 0.484 >-0.023 Section No. 8: Flat Bar 0.12/1.65 78 LC5 MAXN 0.0 > 16.288 0.000 0.000 0.000 0.000 0.000 144 C021 MINN 0.0 > -0.029 0.000 0.000 0.000 0.000 0.000 77 LC1 MAXV, 0.0 -0.009 > 0.000 0.000 0.000 0.000 0.000 77 LC1 MINV, 0.0 -0.009 > 0.000 0.000 0.000 0.000 0.000 77 LC1 MAXV, 0.0 -0.009 0.000 > 0.000 0.000 0.000 0.000 77 LC1 MIN V, 0.0 -0.009 0.000 > 0.000 0.000 0.000 0.000 77 LC1 MAX MT 0.0 -0.009 0.000 0.000 > 0.000 0.000 0.000 77 LC1 MINMT 0.0 -0.009 0.000 0.000 > 0.000 0.000 0.000 77 LC1 MAXM, 0.0 -0.009 0.000 0.000 0.000 > 0.000 0.000 77 LC1 MINM, 0.0 -0.009 0.000 0.000 0.000 > 0.000 0.000 77 LC1 MAXM, 0.0 -0.009 0.000 0.000 0.000 0.000 > 0.000 77 LC1 MINM, 0.0 -0.009 0.000 0.000 0.000 0.000 > 0.000 Section No. 14: SHAPE-THIN NEW -HUT 135X50X2.0 -GEOECKEL T 114 C022 MAXN 47.0 > 0.119 -0.275 -0.692 -0.007 0.040 -0.038 115 LC5 MINN 0.0 > -13.025 -0.055 0.116 -0.006 -0.152 -0.071 245 LC5 MAXV, 0.0 -1.698 > 0.103 -0.031 -0.011 0.042 0.137 114 C022 MINV, 0.0 0.116 > -0.276 -0.783 -0.005 0.920 -0.367 115 C021 MAXV, 104.4 -11 .006 -0.018 > 0.419 -0.007 0.459 0.030 Index C (19.01 .2023) 46 •■SCHKFER ------------------ Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Cross-Sections -Internal Forces Memb Node Location Forces [kN) Moments [kNm] er No. LC/CO No. x[in] N v, v, Mr M, M, 114 CO22 MINV, 0.0 0.116 -0.276 > -0.783 -0.005 0.920 -0.367 245 LC2 MAX Mr 0.0 0.000 0.000 0.000 > 0.000 0.000 0.000 178 LC5 MIN Mr 0.0 -0.883 -0.095 -0.025 > -0.014 0.033 -0.126 114 CO22 MAXM, 0.0 0.116 -0.276 -0.783 -0.005 > 0.920 -0.367 114 CO22 MINM, 104.4 0.116 -0.276 -0.582 -0.009 > -0.889 0.364 114 CO22 MAXM, 104.4 0.116 -0.276 -0.582 -0.009 -0.889 > 0.364 114 CO22 MINM, 0.0 0.116 -0.276 -0.783 -0.005 0.920 > -0.367 Nodes -Support Forces Node Support Forces [kip) Support Moments [kipin) No. LC/CO Px· Pv· P,, Mx• Mr Mz· 1 LC1 -0.001 -0.010 -0.953 0.000 -0.019 0.000 Dead Load LC2 0.000 -0.057 -5.629 0.000 0.000 0.000 Product Load LC3 0.000 -0.038 -3.753 0.000 0.000 0.000 Product Load_app LC5 0.790 -0.151 -0.984 0.000 33.419 0.010 Seismic in X LC6 -0.001 0.879 12.319 0.000 -0.013 0.000 Seismic in Y CO1 0.002 -0.013 -8.527 0.000 2.101 0.000 CO2 0.002 -0.015 -9.512 0.000 2.373 0.001 CO21 0.900 0.170 -1.195 0.000 42.308 0.011 CO22 0.842 -0.356 -8.799 0.000 42.621 0.011 CO23 0.288 0.891 6.537 0.000 12.671 0.003 CO24 0.225 -0.860 -18.744 0.000 12.857 0.003 CO31 1.886 0.367 7.225 0.000 81.941 0.022 CO32 1.664 -0.687 -7.890 0.000 83.211 0.021 CO33 0.631 1.893 22.492 0.000 24.271 0.007 CO34 0.401 -1.612 -27.642 0.000 25.305 0.006 2 LC1 -0.009 0.008 -0.963 0.000 0.025 0.000 Dead Load LC2 0.000 0.046 -5.611 0.000 0.000 0.000 Product Load LC3 0.000 0.031 -3.741 0.000 0.000 0.000 Product Load_app LC5 0.401 -0.182 4.066 0.000 18,610 0.007 Seismic in X LC6 0.000 0.864 -10.739 0.000 0.001 0.000 SeismlcinY CO1 -0.023 0.004 -7.565 0.000 1.421 0.000 CO2 -0.023 0.004 -8.435 0.000 1.588 0.000 CO21 0.413 0.175 -7.555 0.000 25.209 0.007 CO22 0.465 -0.357 -0.955 0.000 25.502 0.007 CO23 0.097 0.814 -16.879 0.000 7.580 0.002 CO24 0.147 -0.940 5.086 0.000 7.790 0.002 CO31 0.818 0.342 -5.532 0.000 48.669 0.013 CO32 1.021 -0.739 7.569 0.000 49.840 0.014 CO33 0.168 1.538 -23.941 0.000 14.306 0.004 CO34 0.365 -1.988 19.594 0.000 15.322 0.004 3 LC1 -0.009 -0.008 -0.962 0.000 0.026 0.000 Dead Load LC2 0.000 -0.046 -5.611 0.000 0.000 0.000 Product Load LC3 0.000 -0.031 -3.741 0.000 0.000 0.000 Product Load_app LC5 0.091 -0.107 -0.303 0.000 7.836 -0.001 Seismic In X LC6 0.000 0.864 10.732 0.000 0.001 0.000 Seismic in Y CO1 -0.039 -0.015 -8.519 0.000 1.031 0.000 CO2 -0.040 -0.017 -9.503 0.000 1.146 0.000 CO21 0.150 0.172 -3.453 0.000 14.313 -0.001 CO22 0.123 -0.349 -10.058 0.000 14.129 -0.001 CO23 0.050 0.881 4.352 0.000 4.606 0.000 CO24 0.018 -0.862 -17,621 0.000 4.178 0.000 CO31 0.358 0.371 2.752 0.000 27.935 -0.003 CO32 0.257 -0.665 -10.365 0.000 27.419 -0.003 CO33 0.144 1.860 18.161 0.000 8.870 -0.001 CO34 0.035 -1 .620 -25.396 0.000 7.882 -0.001 Index C (19.01.2023) 47 ••SCHJEFER --------------------- Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Nodes -Support Forces Node Support Forces [kip] Support Moments [kipin] No. LC/CO Px· Pv• Pz· Mx• Mv• Mz· 4 LC1 -0.008 0.010 -0.945 0.000 0.018 0.000 Dead Load LC2 0.000 0.057 -5.629 0.000 0.000 0.000 Product Load LC3 0.000 0.038 -3.753 0.000 0.000 0.000 Product Load_app LC5 1.863 -0.165 7.894 0.000 10.736 -0.003 Seismic in X LC6 0.000 0.879 -12.312 0.000 0.000 0.000 Seismic in Y CO1 0.037 0.000 -7.281 0.000 1.175 0.000 CO2 0.045 0.000 -8.120 0.000 1.310 0.000 CO21 1.624 0.178 -3.624 0.000 17.935 -0.003 CO22 1.661 -0.367 3.979 0.000 17.841 -0.003 CO23 0.452 0.814 -17.213 0.000 5.732 -0.001 CO24 0.505 -0.956 8.084 0.000 5.274 -0.001 CO31 3.238 0.357 2.180 0.000 34.980 -0.006 CO32 3.372 -0.770 17.278 0.000 34.912 -0.006 CO33 0.888 1.539 -24.632 0.000 10.935 -0.002 CO34 1.051 -2.038 25.520 0.000 10.153 -0.002 5 LC1 0.001 -0.010 -0.953 0.000 0.019 0.000 Dead Load LC2 0.000 -0.057 -5.629 0.000 0.000 0.000 Product Load LC3 0.000 -0.038 -3.753 0.000 0.000 0.000 Product Load_app LC5 0.812 0.144 1.483 0.000 33.735 0.011 Seismic in X LC6 0.001 0.879 12.319 0.000 0.013 0.000 Seismic in Y CO1 0.006 -0.002 -8.515 0.000 2.172 0.001 CO2 0.006 -0.003 -9.498 0.000 2.438 0.001 CO21 0.895 0.347 -4.106 0.000 42.635 0.011 CO22 0.838 -0.174 -11.570 0.000 42.952 0.011 CO23 0.295 0.938 5.499 0.000 12.818 0.003 CO24 0.233 -0.802 -19.445 0.000 13.006 0.003 CO31 1.812 0.710 1.308 0.000 82.399 0.022 CO32 1.594 -0.333 -13.429 0.000 83.681 0.022 CO33 0.635 1.980 20.387 0.000 24.470 0.007 CO34 0.407 -1.499 -28.982 0.000 25.513 0.007 6 LC1 0.009 0.008 -0.963 0.000 -0.025 0.000 Dead Load LC2 0.000 0.046 -5.611 0.000 0.000 0.000 Product Load LC3 0.000 0.031 -3.741 0.000 0.000 0.000 Product Load_app LC5 0.411 0.175 -4.526 0.000 18.595 0.007 Seismic in X LC6 0.000 0.864 -10.739 0.000 -0.001 0.000 Seismic in Y CO1 0.000 0.017 -7.838 0.000 1.346 0.000 CO2 -0.003 0.019 -8.741 0.000 1.524 0.000 CO21 0.428 0.358 -12.510 0.000 25.086 0.007 CO22 0.479 -0.153 -5.986 0.000 25.378 0.007 CO23 0.122 0.858 -18.275 0.000 7.498 0.002 CO24 0.172 -0.868 3.507 0.000 7.708 0.002 CO31 0.779 0.680 -15.175 0.000 48.474 0.013 CO32 0.978 -0.325 -2.278 0.000 49.643 0.014 CO33 0.181 1.608 -26.652 0.000 14.245 0.004 CO34 0.377 -1.827 16.470 0.000 15.257 0.004 7 LC1 0.009 -0.008 -0.962 0.000 -0.026 0.000 Dead Load LC2 0.000 -0.046 -5.611 0.000 0.000 0.000 Product Load LC3 0.000 -0.031 -3.741 0.000 0.000 0.000 Product Load_app LC5 0.130 0.106 -0.313 0.000 7.686 0.000 Seismic in X LC6 0.000 0.864 10.732 0.000 -0.001 0.000 Seismic in Y CO1 -0.012 -0.005 -8.455 0.000 0.946 0.000 CO2 -0.017 -0.006 -9.430 0.000 1.072 0.000 CO21 0.204 0.340 -3.586 0.000 14.109 -0.001 CO22 0.178 -0.183 -10.106 0.000 13.924 -0.001 CO23 0.083 0.927 4.216 0.000 4.491 0.000 CO24 0.053 -0.810 -17.563 0.000 4.060 0.000 CO31 0.421 0.700 2.351 0.000 27.660 -0.001 CO32 0.323 -0.350 -10.531 0.000 27.143 -0.001 CO33 0.175 1.954 17.846 0.000 8.753 0.000 Index C (19.01.2023) 48 ••SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Nodes -Support Forces Node Support Forces [kip] Support Moments [kipin] No. LC/CO Px· Pv• Pz· Mx• Mv• Mz• C034 0.069 -1.526 -25.262 0.000 7.758 0.000 8 LC1 0.008 0.010 -0.945 0.000 -0.018 0.000 Dead Load LC2 0.000 0.057 -5.629 0.000 0.000 0.000 Product Load LC3 0.000 0.038 -3.753 0.000 0.000 0.000 Product Load_app LC5 1.167 0.181 -7.316 0.000 8.459 -0.001 Seismic in X LC6 0.000 0.879 -12.312 0.000 0.000 0.000 Seismic in Y C01 0.029 0.015 -7.958 0.000 1.030 0.000 CO2 0.030 0.017 -8.880 0.000 1.162 0.000 C021 1.051 0.351 -16.676 0.000 15.885 -0.002 C022 1.080 -0.152 -9.209 0.000 15.780 -0.002 C023 0.312 0.848 -20.941 0.000 5.112 0.000 C024 0.346 -0.873 3.993 0.000 4.611 0.000 C031 2.017 0.656 -23.399 0.000 30.958 -0.003 C032 2.122 -0.315 -8.643 0.000 30.876 -0.003 C033 0.577 1.572 -31.952 0.000 9.772 -0.001 C034 0.694 -1.835 17.408 0.000 8.909 -0.001 S Supp. LC1 0.000 0.000 -7.645 S Loads LC1 0.000 0.000 -7.645 S Supp. LC2 0.000 0.000 -44.962 S Loads LC2 0.000 0.000 -44.962 S Supp. LC3 0.000 0.000 -29.975 S Loads LC3 0.000 0.000 -29.975 S Supp. LC5 5.665 0.000 0.000 S Loads LC5 5.665 0.000 0.000 S Supp. LC6 0.000 6.972 0.000 S Loads LC6 0.000 6.972 0.000 S Supp. C01 0.000 0.000 -64.657 S Loads C01 0.000 0.000 -64.657 S Supp. CO2 0.000 0.000 -72.120 S Loads CO2 0.000 0.000 -72.120 S Supp. C021 5.665 2.092 -52.704 S Loads C021 5.665 2.092 -52.704 S Supp. C022 5.665 -2.092 -52.704 S Loads C022 5.665 -2.092 -52.704 S Supp. C023 1.700 6.972 -52.704 S Loads C023 1.700 6.972 -52.704 S Supp. C024 1.700 -6.972 -52.704 S Loads C024 1.700 -6.972 -52.704 S Supp. C031 11.330 4.183 -28.290 S Loads C031 11.330 4.183 -28.290 S Supp. C032 11.330 -4.183 -28.290 S Loads C032 11.330 -4.183 -28.290 S Supp. C033 3.399 13.944 -28.290 S Loads C033 3.399 13.944 -28.290 S Supp. C034 3.399 -13.944 -28.290 S Loads C034 3.399 -13.944 -28.290 Index C (19.01.2023) 49 Project: HM Electronics 2, Carlsbad -CA, USA Support Reactions LC1 : Dead Load &JPl)O<I Reaclions(ldpJ, 1 -0 9'1S Jl009 olli2 Max P-X': 0.009, Min P•X': --0.009 kip Max P-Y': 0,010, Min P-Y': --0.010 kip Max P-Z': --0.945, Min P-Z': --0.963 kip Max M-Y': 0.026, Min M•Y': --0.026 kipin Support Reactions LC2 : Product Load &JPl)O<I Reactions{kip], (ldp' 00'7 l 5629 l ,, on Max P-X': 0.000, Min P-X': 0.000 k Mex P-Y': 0.057, Min P-Y': --0.057 kip Max P-Z': -5.611, Min P-Z': -5.629 kip Max M-Y': 0.000, Min M-Y': 0.000 kipin Index C (19.01.2023) '1()4R •■SCHJIFER Rack type: Project No.: Logimat SLL 9900002986 0010 1 0963 ,· 0953 lsomelric 0057 1.5811 l sin 50 Project: HM Electronics 2, Carlsbad -CA, USA Support Reactions LC3: Proouct Load_app S<.IPl)O<IReaclions(lcip), '' O(!Jt 19 ,$31 Max P-X': 0.000, Min P-X': 0.000 ei<41 Max P-Y'. 0.038, Min P-Y': --0.038 kip Max P-Z': -3.741, Min P-Z': -3.753 kip Max M-Y': 0.000, Min M-Y': 0.000 kipin Support Reactions LCS : Seismk in X ~ Reactions(lap), Max P-X': 1.863, Min P-X': 0.091 kip Max P-Y'. 0.181, Min P-Y': --0.182 kip Max P-Z': 7.894, Min P-Z': -7.318 kip Max M-Y': 33.735, Min M-Y': 7.688 klpin Index C (19.01.2023) 1 3 741 l .. SCHJO=ER Rack type: Project No.: Logimat SLL 9900002986 Isometric 0038 1 3 741 I 3153 3 753 51 Project: HM Electronics 2, Carlsbad -CA, USA Support Reactions LC6 : Seismic in Y St4>l)OIIReaclions(lcipL o 87G Max P•X': 0.001, Min P-X': -0.001 klp Max P-Y': 0.879, Min P-Y': 0.86-4 klp Max P-Z'. 12.319, Min P-Z': -12.312 kip Max M-Y'; 0.013, Min M-Y': -0.013 kipin Index C (19.01.2023) •■SCHJIFER Rack type: Project No.: LogimatSLL 9900002986 107.!Q 52 •■SCHJD=ER --------------------- Project: Rack type: HM Electronics 2, Carlsbad -CA, USA Logimat SLL Seismic calculation -Simplify approach (hand calculation) Calculation assumptions: Rigid construction, linear distribution of reaction Swinging mass center in 2/3 of height due to triangular force distribution (conservative approach) Shear forces distribution in X-direction to 4 uprights (conservative), and in Y-direction to 8 uprights. Height: h = 331.9 in 2/3 h = 221.3 in Width: w = 104.3 in Depth: d = 112.2 in Frame depth: r = 27.7 in Load condition DL= 7.6 kip DUB= 0.955 kip PL= 45.0 kip PUB= 5.620 kip Swinging mass SM = DL +0,67PL = 37.77 kip SM/8= 4.721 kip divided to 8 uprights Base shear Vx= 5.67 kip => Rz1 = vx•213•hfw/4 = 3.00 kip Vy = 6.97 kip => Rz2 = vy•213•h/r/4 = 13.93 kip Combination coefficient (1.2+0.2•Sos) = 1.351 (0.9-o.2•Sos) = 0.749 Support Reaction Rz= -1.3512.(0.955+5.62) -(0.3.Rz1+Rz2) = -23.720 kip (max compression) (max tension) Rz = o.74BB·(-4.721l + 2.o•(o.3•Rz1+Rz2) = 26.135 kip (max shear) Rx = vx•2.0/4 = 2.833 kip Ry = Vy•2.0/8 = 1.743 kip Index C (19.01.2023) 53 Project No.: 9900002986 --------------------- Project: HM Electronics 2, Carlsbad -CA, USA Vx .... y Depth (d) t i ·Rz2 +Rz2 Index C (19.01.2023) t ·Rz2 i +Rz2 Height ( h) Rack type: LogimatSLL ~ i +Rz1 54 a■SCHJD=ER Project No.: 9900002986 X Wldlh ( w) ~ t -Rzl ...., __________________ _ Project: HM Electronics 2, Carlsbad -CA, USA Global Deformations u LC5 : Seismic In X Global Defonnations u [11] Max u: 0.783, Min u: 0.000 [in] Factor of deformations: 80.00 Index C (19.01.2023) Rack type: Logimat SLL 55 .. SCHBFER Project No.: 9900002986 lsomevic 0 783 Project: HM Electronics 2, Carlsbad -CA, USA Global Deformations u LC6 : Seismic in Y Global Deformations u [1n] Max u: 0.469, Min u: OJlOO [In] Factor of deformations: 80.00 Index C (19.01.2023) 0.469 ••SCHJD=ER Rack type: Project No.: Logimat SLL 9900002986 lsome1lic 56 Project: HM Electronics 2, Carlsbad -CA, USA Internal forces My, Support Reactions ' CO31 : 0.752'lC1 + 0.752'LC3 + 2'LC5 + 0.6'l Internal Forces M-y St-1 Reaclions(ldp] Max M-y: 82.399, Min M-y: -48.668 [kipin] Max P•X': 3.238, Min P-X': 0.358 kip Max p.y,-0.710, Min P-Y': 0.342 kip Max P-Z': 7 225, Min P-Z': -23.399 kip Internal forces My, Support Reactions CO32 0 752'lC1 + 0 752'LC3 + 2'1.CS -0.8' lnlemll Forces M-y St-"l)Of1 Reactions(kip) 17 278 -34.912 Max M·Y: 83,681, Min M-y: -49.840 (kipln] Max P-X' 3.372, Mtn P-X': 0.257 kip Max P-Y': -0.315, Min P-Y': -0.770 kip Max P-Z': 17.278, Min P-Z': -13.429 kip Index C (19.01.2023) •■SCHJl"FER Rack type: Project No.: Logimat SLL 9900002986 Isometric .. . .-....-:::-~ ll . .&~5 .o 333 13.429 l 7890 57 Project: HM Electronics 2, Carlsbad -CA, USA Internal forces My, Support Reactions CO33: 0.752'LCI + 0.752'LC3 + 0,6"LC5 + 2" lnlemal Forces M-y Support Reac1ionsfkip) •10 2463~1 ... ~, Max M-Y:, 2◄ 469, Min M-y: -14.305 [kipin) 24_ 21 Max P-X'. 0.888, Min P-X'. 0.144 kip Max P-Y" 1.980, Min P-Y': 1.538 kip 23 9•1 Max~22-~~~~~ •• Internal forces My, Support Reactions C034 0 752"LC1 + 0 752'LC3 + 0 6'LC5 • 2"1. lnlemal Forcn M-y Support Reactions(l<ip) 25.5~0 Rack type: Logimat SLL Max M-y: 25.513, Min M-y: -15.322 (klpinJ Max P-X'· 1.051, M,n P-X': 0.035 kip Max P-Y': -1.499, Min P-Y': -2.038 kip Max P-2': 25.520, Min P-2': -28.982 kip l 27 642 Index C (19.01.2023) 58 •■SCHJD=ER Project No.: 9900002986 27 • 1499 Project: HM Electronics 2, Carlsbad -CA, USA Internal forces My, Support Reactions RC2: CO31/porlD CO:J.4 lntemllFon:esM-y ~ Reectiom(lapl R .... Com,ollllions:Maxn . V Rack type: LogimatSLL •■SCHJD=ER Project No.: 9900002986 Isometric H2 NOTE: RC2 is envelop of Internal Forces and Support Reaction from Load combination C031, C032, C033, and C034. Index C (19.01.2023) 59 •■SCHJIFER Project: HM Electronics 2, Carlsbad -CA, USA Connection upright to footplate Upright, t = 3.0 mm 35.0 KN/cm2 Vertical plate, t = 4.0 mm 35.5 kN/cm2 Shear of the bolt acc. ANSI/Al SC 360-10 (J3.-6.) phi_c = 0.75 (LRFD) M12 8.8 ➔ A_b = 0.84cm2; F _nv = 0.6 x 80 Rack type: LogimatSLL Shear Strength: 0.75 x 0.84 x 0.6 x 80 = 30.24 kN (6.80 kip) Bearing resistance acc. ANSI/AISC 360-10 (J3.-10.) Plate 0.3 cm (0.12 in) phi_c = 0.75 (LRFD) clear distance between edge of the hole and material l_cx = 20 mm (0.79 in) l_cz = 50 mm (1.97 in) Tensile strength Fu= 42.0 KN/cm2 (60918.9 psi) Project No.: 9900002986 Rn in x = 1.5 x 2.0 x 0.3 x 42.0 = 37.8 kN (8.50 kip)<= 3.0 x 1.2 x 0.3 x 42.0 = 45,36 kN (10.20 kip) (J3-1b) Bearing strength: 0. 75 x 37.8 = 28.4 kN (6.37 kip) Max shear on bolt nx = 2 pcs delta x = 100 mm (3.94 in) nz = 4 pcs delta z = 50 mm (1.97 in) n=8pcs --> Ip =450 cm2 (69. 75 sq in) Influence forces on connection (Results envelop maximums RC2 -conservative) Myd= 9.46 kNm (83.73 kipin) Fzd= 60.5 kN (13.60 kip) Fxd= 8.4 kN (1.89 kip) Max shear on bolt Fv,Ed = 24.7 kN (5.55 kip)< 28.4 kN (6.37 kip) 140 4 Fz ... , .. , L Fx "' !IS' a3 142 Index C (19.01.2023) 60 •■SCHJEFER --------------------- Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 R .. utt Combiwtionl Cross-Sections -Internal Forces Memb Node Location Forces (kN] Moments (kNm] Corresp er ending No. RC No. X (in] N I Vy I v, Mr I M, I M, Load Cases Section No. 2: SHAPE-THIN PX 140X100X3.0 LC0 4 RC1 4.4 MAX N > 37.617 4.193 2.213 -0.002 -0.345 -0.474 CO24 8 RC1 0.0 MINN > -94.546 -4.272 1.461 0.003 -0.578 0.000 CO23 4 RC1 4.4 MAXV, 37.617 > 4.193 2.213 -0.002 -0.345 -0.474 CO24 1 RC1 0.0 MINV, -84.790 > -4.285 -1.159 -0.006 1.453 0.000 CO24 4 RC1 0.0 MAXV, 18.046 1.630 > 7.338 -0.004 -2.016 0.000 CO22 9 RC1 0.0 MINV, -3.246 -0.021 > -6.278 -0.002 -2.390 0.009 CO21 5 RC1 4.4 MAX Mr -17.544 1.601 -4.111 > 0.010 4.354 -0.184 CO21 334 RC1 0.6 MIN Mr -20.994 -0.048 -5.136 > -0.016 -3.419 0.017 CO21 5 RC1 0.0 MAXM, -51.924 -0.846 -4.052 -0.003 > 4.854 0.000 CO22 99 RC1 14.4 MIN M, -41.525 0.157 -4.112 0.004 > -3.598 -0.042 CO22 13 RC1 0.0 MAXM, -80.744 0.921 -1.177 -0.006 1.321 > 0.484 CO24 16 RC1 0.0 MINM, 34.092 -0.737 2.213 -0.002 -0.345 > -0.474 co 24 Section No. 3: SHAPE-THIN C403015 49 RC1 0.0 MAXN > 6.075 0.000 0.000 0.000 0.000 0.000 CO24 30 RC1 0.0 MIN N >-6.346 0.000 0.000 0.000 0.000 0.000 CO24 29 RC1 0.0 MAX V, 0.139 > 0.000 0.000 0.000 0.000 0.000 CO1 29 RC1 0.0 MINV, 0.139 > 0.000 0.000 0.000 0.000 0.000 CO1 29 RC1 0.0 MAXV, 0.139 0.000 > 0.000 0.000 0.000 0.000 CO1 29 RC1 0.0 MINV, 0.139 0.000 > 0.000 0.000 0.000 0.000 CO1 29 RC1 0.0 MAX Mr 0.139 0.000 0.000 > 0.000 0.000 0.000 co 1 29 RC1 0.0 MIN Mr 0.139 0.000 0.000 > 0.000 0.000 0.000 co 1 29 RC1 0.0 MAXM, 0.139 0.000 0.000 0.000 > 0.000 0.000 co 1 29 RC1 0.0 MINM, 0.139 0.000 0.000 0.000 > 0.000 0.000 co 1 29 RC1 0.0 MAXM, 0.139 0.000 0.000 0.000 0.000 > 0.000 co 1 29 RC1 0.0 MINM, 0.139 0.000 0.000 0.000 0.000 > 0.000 co 1 Section No. 5: SHAPE-THIN NEW-HUT 135X50X2.0 179 RC1 10.4 MAXN > -0.012 -0.042 -0.006 0.000 0.007 -0.007 CO2 182 RC1 104.4 MINN > -0.025 0.111 0.258 0.000 0.343 -0.090 CO22 182 RC1 104.4 MAXV, -0.025 > 0.111 0.258 0.000 0.343 -0.090 CO22 179 RC1 0.0 MIN V, -0.014 > -0.063 -0.006 0.000 0.007 -0.024 CO 1 182 RC1 10.4 MAXV, -0.024 -0.004 > 0.258 0.000 -0.272 0.038 CO22 179 RC1 31.3 MINV, -0.021 -0.012 >-0.183 0.000 0.096 0.015 CO21 182 RC1 94.0 MAX Mr -0.024 0.099 0.258 > 0.000 0.275 -0.063 CO22 182 RC1 34.8 MIN Mr -0.024 0.026 0.258 > 0.000 -0.112 0.031 co 22 182 RC1 104.4 MAXM, -0.025 0.111 0.258 0.000 > 0.343 -0.090 CO22 182 RC1 0.0 MINM, -0.025 -0.017 0.258 0.000 > -0.340 0.035 CO22 182 RC1 15.7 MAXM, -0.024 0.003 0.258 0.000 -0.238 > 0.038 co 22 182 RC1 104.4 MINM, -0.025 0.111 0.258 0.000 0.343 > -0.090 CO22 Section No. 6: SHAPE-THIN NEW-HUT 135X50X2.5 111 RC1 15.2 MAXN > 0.504 0.967 0.234 0.001 0.089 0.003 CO22 176 RC1 0.0 MINN > -1.075 0.045 -0.489 0.001 0.305 0.099 co 22 111 RC1 0.0 MAXV, 0.503 > 0.967 0.210 0.000 0.003 0.377 CO22 116 RC1 27.7 MINV, 0.137 > -0.975 -0.142 0.001 -0.088 0.307 co 22 239 RC1 0.0 MAXV, 0.072 -0.063 > 1.104 0.001 -0.761 -0.044 CO23 233 RC1 0.0 MINV, -0.003 0.012 >-1.080 0.000 0.748 0.055 CO24 225 RC1 56.7 MAX Mr 0.087 -0.043 -0.493 > 0.003 -0.373 -0.173 CO21 221 RC1 0.0 MIN Mr -0.074 0.626 0.452 >-0.002 -0.334 0.167 CO22 233 RC1 0.0 MAXM, -0.003 0.012 -1.080 0.000 > 0.748 0.055 CO24 238 RC1 56.7 MINM, 0.001 -0.009 -1.072 0.001 > -0.761 -0.044 CO23 111 RC1 0.0 MAXM, 0.503 0.967 0.210 0.000 0.003 > 0.377 CO22 186 RC1 0.0 MINM, 0.166 -0.793 0.560 0.001 -0.379 > -0.380 CO21 Section No. 7: SHAPE-THIN C 110X50X15X3 24 RC1 104.4 MAXN >-0.043 0.001 -0.059 0.000 0.015 -0.001 CO2 25 RC1 104.4 MINN > -0.166 -0.005 -0.305 0.000 -0.299 0.006 CO22 24 RC1 0.0 MAXV, -0.095 > 0.018 0.471 0.000 -0.520 0.024 CO21 25 RC1 62.6 MINV, -0.166 > -0.005 -0.231 0.000 -0.014 0.001 CO22 Index C (19.01.2023) 61 a■SCHKFER -----------------------___ _, Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 RHUltCombNtionl Cross-Sections -Internal Forces Memb Node Location Forces [kN] Moments [kNm] Corresp er onding No. RC No. x[in] N v, v, Mr M, M, Load Cases 24 RC1 0.0 MAXV, -0.097 0.017 > 0.476 0.000 -0.525 0.023 CO22 25 RC1 104.4 MINV, -0.166 -0.005 > -0.308 0.000 -0.302 0.005 co 21 24 RC1 0.0 MAX Mr -0.097 0.017 0.476 > 0.000 -0.525 0.023 CO22 24 RC1 104.4 MIN Mr -0.097 0.017 0.290 > 0.000 0.490 -0.022 CO22 24 RC1 104.4 MAXM, -0.097 0.017 0.290 0.000 > 0.490 -0.022 CO22 24 RC1 0.0 MINM, -0.097 0.017 0.476 0.000 >-0.525 0.023 CO22 24 RC1 0.0 MAXM, -0.095 0.018 0.471 0.000 -0.520 > 0.024 co 21 24 RC1 104.4 MINM, -0.095 0.017 0.286 0.000 0.484 > -0.023 co 21 Section No. 8: Flat Bar0.12/1.65 149 RC1 0.0 MAXN > 14.494 0.000 0.000 0.000 0.000 0.000 CO21 144 RC1 0.0 MINN >-0.029 0.000 0.000 0.000 0.000 0.000 co 21 77 RC1 0.0 MAXV, -0.014 > 0.000 0.000 0.000 0.000 0.000 co 1 77 RC1 0.0 MINV, -0.014 > 0.000 0.000 0.000 0.000 0.000 co 1 77 RC1 0.0 MAXV, -0.014 0.000 > 0.000 0.000 0.000 0.000 co 1 77 RC1 0.0 MINV, -0.014 0.000 > 0.000 0.000 0.000 0.000 CO1 77 RC1 0.0 MAX Mr -0.014 0.000 0.000 > 0.000 0.000 0.000 co 1 77 RC1 0.0 MIN Mr -0.014 0.000 0.000 > 0.000 0.000 0.000 co 1 77 RC1 0.0 MAXM, -0.014 0.000 0.000 0.000 > 0.000 0.000 CO1 77 RC1 0.0 MINM, -0.014 0.000 0.000 0.000 > 0.000 0.000 co 1 77 RC1 0.0 MAXM, -0.014 0.000 0.000 0.000 0.000 > 0.000 CO1 77 RC1 0.0 MINM, -0.014 0.000 0.000 0.000 0.000 > 0.000 CO1 Section No. 14: SHAPE-THIN NEW-HUT 135X50X2.0 -GEDECKEL T 114 RC1 47.0 MAXN > 0.119 -0.275 -0.692 -0.007 0.040 -0.038 CO22 115 RC1 104.4 MINN >-11.063 -0.017 0.415 -0.007 0.453 0.029 CO 22 245 RC1 52.2 MAXV, -2.862 > 0.100 -0.087 -0.008 -0.043 0.002 CO21 114 RC1 0.0 MINV, 0.116 > -0.276 -0.783 -0.005 0.920 -0.367 CO22 115 RC1 104.4 MAXV, -11.006 -0.018 >0.419 -0.007 0.459 0.030 co 21 114 RC1 0.0 MINV, 0.116 -0.276 > -0.783 -0.005 0.920 -0.367 co 22 119 RC1 0.0 MAX Mr -0.220 0.000 -0.089 > 0.000 0.003 0.001 co 1 178 RC1 34.8 MIN Mr -1.348 -0.1 13 -0.009 > -0.012 0.056 -0.049 CO22 114 RC1 0.0 MAXM, 0.116 -0.276 -0.783 -0.005 > 0.920 -0.367 CO22 114 RC1 104.4 MINM, 0.116 -0.276 -0.582 -0.009 >-0.889 0.364 co 22 114 RC1 104.4 MAXM, 0.116 -0.276 -0.582 -0.009 -0.889 > 0.364 CO22 114 RC1 0.0 MINM, 0.116 -0.276 -0.783 -0.005 0.920 > -0.367 CO22 Index C (19.01.2023) 62 Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces N CO2: 1.2•LCI + t.4•LC2 + LC4 Internal Forces N Support Reactionsfkip) -5 1!40 I, 1,, ., .7 189 • 7 640 .a 013 -8 120 Max N: -0.006, Min N: -9.512 [kip) Index C (19.01.2023) •■SCHKFER Rack type: Project No.: Logimat SLL 9900002986 lsomelric 141 63 ••SCHJIFER -------------------------___ ___J Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces My CO2: 1.2'LC1 • 1.4'LC2 • LC4 lrtemal Forces M-y SUpport Reactions[ldp] -0730 -1 310 Max M-y: 2.438, Min M-y: -1.811 [kipin) Index C (19.01.2023) Rack type: Project No.: Logimat SLL 9900002986 lsomelric -1.299 -1416 -1 811 -1 094 64 Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces M. CO2: 1.2'LC1 + 1.4'LC2 + LC4 Internal Fon:es M-z SUppof1 Reactions[ldpJ Max M-z: 0.323, Min M-z: --0.433 [kipin] Index C (19.01.2023) ••setmFER Rack type: Project No.: Logimat SLL 9900002986 lsomettic 65 Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces N CO22: 1.351"lC1 + 0.946"lC2 + LC5. 0.3•LC6 lrtemal Forces N SUpport ReactionS(ldp] -0 0 -0 fl M8X N: 4.143, Min N: -11.673 (kip] Index C (19.01 .2023) Rack type: Logimat SLL 66 ••SCHJIFER Project No.: 9900002986 tsometrlc -8 205 -8606 -8 335 -8820 -10.415 -11.091 -11 369 -11 .673 •■SCHKFER -----------------------_____ _, Project HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces My CO22: 1.351"1.C1 + 0.946'LC2 + LC5 -0.3"LC6 Internal Fortes M-y Support Reattions(ldp] -8 , -17 842 Max M-y: 42.964, Min M-y: -31.844 [kipin) Index C (19.01.2023) Rack type: Project No.: LogimatSLL 9900002986 Isometric 10 193 -17 993 -28.009 -31.844 -18 302 67 ••SCHJD=ER -------------------------------' Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces M, CO22: 1.3S1"LC1 + 0.946'LC2 + LC5 -0.3'LC6 Internal Forces M-z SUpport Reactions[lap) Max M-z: 1.660, Min M-z:-1.632 [kipin] Index C (19.01.2023) Rack type: Project No.: LogimatSLL 9900002986 Isometric 68 Project HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces N RC1 : C01/p or C02/p or C0211p or to C024 lrtemal Forces N Support Reactions[q,J Resul Combinalions: Max and Min Values -0 '(' 1 --1 7, -9 l2• IO 12◄ • -13 341 -17.089 -17 530 Max N: 8.457, Min N: -21.255 [kip) Index C (19.01.2023) ••SCHJIFER Rack type: Project No.: LogimatSLL 9900002986 003 323 583 1'89 10.m I 5,1~ 7 -13748 .15174 -16800 -18.624 -18.866 -19 759 69 Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces My RC1 : 001/p or 002/p or 0021/p orto C024 lnlemal Fori:es M-y Support Rue~) Resut Combilations· Max and Min Values .. Max M-y. 42.964, Min M-y: -31.844 (kipin) Index C (19.01 .2023) Rack type: Logimat SLL 70 •■SCHJD=ER I 193 13 974 17~3 -28 009 -31844 -18302 Project No.: 9900002986 lsommc Project: HM Electronics 2, Carlsbad -CA, USA P140/100/3.0 -Internal forces M, RC1 : C01/p or C02/p or C021/p or to C024 lrtemal Forces M-z Support Reac~J Resul ~: Max and Ma, Values 1 4~3 Max M-z: 4.280, Min M-z: -4.193 [kipin] Index C (19.01.2023) ••SCHJO=ER Rack type: Project No.: Logimat SLL 9900002986 1 109 4.009 71 Project: HM Electronics 2, Carlsbad -CA, USA Cross-section values Yield strength fy Type Cross-section area A Moment of lnteria about y ly Moment of interia about z lz Polar moment of interia Ip Torsional constant IT Warping constant refering to M lw Governing radius of gyrartion ry Governing radius oy gyration rz Distance of shear c. from c. of gravity YM ly. Distance of shear c. from c. of gravity ZM / Zo Radius of gravity iy Radius of gravity iz Polar radius of gravity io2 Elastic section modulus abou y Wy Elastic section modulus about z Wz Partial factor g,. Imperfection a ..,_,.g· J~ Lambda_1 Young modulus E G modulus G Member length Buckling length about strong axis Buckling length about weak axis Distortional bucklino length Loads Compression force Ned Bending moment around y My,ed Rack type: Logimat SLL 350 PR 140/100/3.0 12,52 322,49 142,85 465,34 0,37 11879,10 0,00 0,61 -8,93 0,00 5,08 3,38 116,91 46,07 23,26 1,10 0,34 76,94 21000,00 8100 00 198,00 62,00 50 00 51 ,92 4,85 ••SCHJIFER [N/mm2] [cm2] (cm4] [cm4] (cm4] (cm4] (cm6] [cm] [cm] [cm] [cm] [cm] [cm] (cm2] [cm3] [cm3] H H H KN/cm2 KN/cm2 [cm] (cm] 1cm] [kN] [kNm] Project No.: 9900002986 ri strong i i weak Bending moment around z Mzed 0 00 lkNml Load case 1 (Compression on effective cross section) Reduced cross-section area ~ 12,09 cm2 Adjustment (C. of gravity) eNy 0,03 cm Additional bending moment AMz.Ed 1,5576 kNcm Buckling around the weak axis Length Ncr,z Xb Nu,z Length [cm) [kN) 1-1 [kN] [cm] 62 7702,22 0,99 379,98 198 Cross -section factor 13 0,32 Index C (19.01.2023) 72 1, 1 0,34 76,94 Buckling around the strong axis Ncr,y Xb [kN] 1-1 1704,92 0,89 Nu,y [kN) 340,45 •■SCHBFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Logimat SLL 9900002986 Buckling around the weak axis Length Na,y Ncr,T Ncr,TF Ay,elf ky Xb (cm) [kN) [kN) [kN) 1-1 1-1 1-1 50 1704,92 8449,30 1487,98 0,53 0,70 0,87 Load case 2a (Bending moment Mz -Compression on open side of the cross section) Effective elastic section modulus Wz,elf 23,26 cm3 Length Ma,z ALT.elf ky Xb Mz.elf.LT (cm) [kNcm] (-] [kN) 1-1 (kNcm] 62 32003,32 0,159 0,51 1,00 740,09 Load case 2b (Bending moment Mz -Compression on web) Effective elastic section modulus Wz,elf Length Mcr,z ALT.elf ky [cm) [kNcm] [-] [kN] 62 349625,79 0,048 Load case 2b (Bending moment My) Effective elastic section modulus Wy,elf Length Ma,z ALT.elf ky [cm) [kNcm) [-) [kN) 198 7049,26 0,478 23,26 cm3 I Xb Mz.elf.LT 1-1 [kNcm] 0,48 1,00 740,09 46,07 cm3 Xb Mz.elf.LT 1-1 [kNcm) 0,66 0,89 1310,07 Compression on Centre of the cross section and additional moment Naum 321,43 kN 1,30 Design check 63,52% Index C (19.01.2023) 73 a.,~ .. 6, = 0,85 N,,ett,TF [kN) 334,36 •conservative values Project: HM Electronics 2, Carlsbad -CA, USA C40/30/1.5 -Internal forces N RC1 : COl/porC02/porC021/p orlo C024 Wemal Fon:es N 5-ort Reaclions(ldp) -Combinations: Max and Min Values . , Max N: 1.366, Min N: -1.427 [kip) Index C (19.01.2023) •■SCHJIFER Rack type: Project No.: Logimat SLL 9900002986 lsomelric 1 363 74 .. SCHJIFEFI Project: HM Electronics 2, Carlsbad -CA, USA Cross-section design review C40/30/1.5 Simplified Buckling Proof acc. ANSI/AISC 360-10 (E7.) phi_c = 0.9 (LRFD) Length: max L -870 mm (34.25 in) Yield Strength: Fy = 35.0 KN/cm2 (50765.75 psi) Cross Section Area: A= 1.59 cm2 (0.25 in2) Min. governing radius: rz = 11.0 mm (0.43 in) Slenderness radius: KxUr = 79.09 < 151.2 Elastic buckling stress: Fe= 31.56 KN/cm2 (45767 psi) Rack type: Logimat SLL Net reduction factor: 0.56 x (E/Fx)'0.5 = 13.39 <bit = 40/1.5 = 26.67 > 1.03 x (E/Fy)'0.5 = 24.62, Q = 0.69xE/(Fyx(b/t)2) = 0.554 Critical stress: Fer = 15.00 KN/cm2 (21759 psi) Design compressive strength: 0.9 xAx Fer= 21.5 KN (4.83 kip) Shear of the bolt acc. ANSI/AISC 360-10 (J3.-6.) phi_c = 0. 75 (LRFD) M10 8.8 -> A_b = 0.58cm2 ; F _nv = 0.6 x 80 Shear Strength: 0.75 x 0.58 x 0.6 x 80 = 20.9 KN (4.69 kip) Bearing resistance acc. ANSI/AISC 360-10 ( J3.-10.) phi_c = 0. 75 (LRFD) clear distance between edge of the hole and material l_c = 30 mm (1.18 in) Tensile strength Fu= 42.0 KN/cm2 (60918.9 psi) Rn= 1.5 x 3.0 x 0.15 X 42.0 = 28.35 KN (6.37 kip)<= 3.0 X 1.0 X 0.15 x 42.0 = 18.9 kN (4.25 kip) Bearing strength: 0.75 x 18.9 = 14.2 KN (3.19 kip) "' IA I I ~ '> - Index C (19.01.2023) 75 Project No.: 9900002986 Project: HM Electronics 2, Carlsbad -CA, USA FLAT BAR 0.12/1.65 -Internal forces N RCI : COl/por C02/porC0211p orto C024 Internal Forces N ~ Reac1ions[1cip) Resoll Combinalions: Max and Min Vau,s Mex N: 3.258, Min N: -0.006 [kip] Index C (19.01 .2023) ••SCHJD=ER Rack type: Project No.: Logimat SLL 9900002986 lsomelric 76 Project HM Electronics 2, Carlsbad -CA, USA Tension Flat bar 42/3.0 (mm) DESIGN RESISTANCE FLAT BAR A = 1.26 cm2 (0.1953 sq in) yield strength = 35.0 kN/cm2 (50765 psi) Rack type: Logimat SLL Fachwm. t • 3mm 1 x Ml2-8.8 tension resistance= 1.26 x 35 / 1.1 = 40 kN (8.99 kip) M12 connection see test report in attachment. Test 1: Fmax = 36,5 kN Test 2: Fmax = 35,8 kN Test 3: Fmax = 37,0 kN Test 4: Fmax= 37,7 kN Test 5: Fmax = 37,3 kN --> design resistance 30.0 kN (6. 74 kip) Index C (19.01.2023) 77 ••SCHJl"FER Project No.: 9900002986 Project: Rack type: HM Electronics 2, Carlsbad -CA, USA Logimat SLL SIDE HAT-PROFILE 135/50/2.5 -Internal forces N RC1 ·CO1/porCO2/porCO21/portoCO24 lrtemal FO<Ces N Support Reactions(q,J Resul Combinations· Max and Min Vlkles Max N: 0.113, Min N: -0.242 [kip] 0 SIDE HAT-PROFILE 135/50/2.5 -Internal forces V, RC 1 : CO1/p or CO2/p or C021/p or to C024 titemal FO<Ces V-z Support Reac1ions(ldpJ Resul Cormlnatlons: Max and Mwl Values Max V-r. 0.248, Min V-z: -0.243 [kip] Index C (19.01 .2023) 78 0.247 •■SCHJIFER Project No.: 9900002986 Project: Rack type: HM Electronics 2, Carlsbad -CA, USA LogimatSLL SIDE HAT-PROFILE 135/50/2.5 -Internal forces My RC 1 . CO 1/p or C02/p or C021/p or to C024 lnlemal Forces M-y St4)llOrt Reac:tions(ldpJ Resul Combinalions· Max and Min Vaw Max M-y. 6.618, Min M-y: -6.735 (kipin) Index C (19.01.2023) -6.698 79 •■SCHJD=ER Project No.: 9900002986 lsome1ric ••SCHJEFER Project: Rack type: HM Electronics 2, Carlsbad -CA, USA Logimat SLL Cross-section design review Hat-profile side (t = 2.5mm) Simplified Buckling Proof acc. ANSI/AISC 360-10 (E7.) phi_c = 0.9 (LRFD) Length: max L-1440 mm (56.7 in) Yield Strength: Fy = 35.0 KN/cm2 (50765. 75 psi) Cross Section Area: A= 5.64 cm2 (0.87 in2) Min. governing radius: rz = 23.8 mm (0.94 in) Slenderness radius: KxUr = 60.50 < 154.23 Elastic buckling stress: Fe= 53.92 KN/cm2 (78206 psi) Net reduction factor: 1.03 x (E/Fx)A0.5 = 13.39 <bit= 68/2.5 = 27.2, Q = 0.69xE/(Fyx(b/t)2) = 0.533 Critical stress: Fer = 16.138 KN/cm2 (23407 psi) Design compressive strength: 0.9 x Ax Fer= 81.9 kN (18.42 kip) Shear of the bolt acc. ANSI/Al SC 360-10 (J3.-6.) phi_c = 0. 75 (LRFD) M12 8.8 ➔ A_b = 0.84 cm2 ; F _nv = 0.6 x 80 Shear Strength: 0.75 x 0.84 x 0.6 x 80 = 30.3 KN (6.81 kip) Bearing resistance acc. ANSI/AISC 360-10 (J3.-10.) phi_c = 0.75 (LRFD) clear distance between edge of the hole and material l_cx = 50 mm (1 .97 in) l_cy = 17.5 mm (0.69 in) Tensile strength Fu= 42.0 KN/cm2 (60918.9 psi) Project No.: 9900002986 Rn in x or y = 1.5 x 1.75 x 0.25 x 42.0 = 27.56 KN (6.2 kip)<= 3.0 x 1.2 x 0.25 x 42.0 = 37.8 KN (8.5 kip) ✓(Rnx2 + Rny2) = 38.9 KN (8.76 kip) Bearing strength: 0.75 x 37.8 = 29.2 KN (6.57 kip) Max shear on bolt nx = 1 pcs delta x = 0 mm (0 in) nz = 2 Stk delta z = 100 mm (3.94 in) n = 2 pcs -> Ip =50 cm2 (7.8 in2) Influence forces on connection Myd= 0.76 kNm (6.37 kipin) Fzd= 1.10 kN (0.25 kip) Fyd= 1.08 kN (0.24 kip) Max shear on bolt Fv,Ed = 8.2 kN (1.83 kip)< 29.2 kN (6.57 kip) Index C (19.01.2023) 80 . . • • Project: Rack type: HM Electronics 2, Carlsbad -CA, USA LogimatSLL FRONT/BACK HAT-PROFILE -Internal forces N RCI : COl/p or C021p or C021/p or to C024 Internal Forces N SUpport Reactions[ldpJ Result Combinations: Max and t.w, Values Max N: 0.027, Min N: -2.◄87 (kip] -0 -2 -0 -2 FRONT/BACK HAT-PROFILE -Internal forces V, RCI • COl/p orC02/porC021/p orto C024 Internal Fo<ces V-z SUpport Reactions(lapJ Result CombitlaQ)ns· Max and Min Values Max V-z: 0 094, Min V-1:. --0.176 (kip] Index C (19.01.2023) 0 81 ••SCHJD=ER Project No.: 9900002986 Isometric Isometric • Project Rack type: HM Electronics 2, Carlsbad -CA, USA Logimat SLL FRONT/BACK HAT-PROFILE -Internal forces My RC1; C01/p or C02/p or C021/p or to C024 Internal Forces M-y Support Reac~] Resul Combilations: Mu and Min Values Max M-y: 8.140, Min M-y: -7.868 [kipin] Index C (19.01.2023) 82 •■SCHJIFER Project No.: 9900002986 • •■SCHJIFER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 Hat-profile front/back (t = 2.0mm) !215,3(9x) !2112,5 (10x) Fx Index C (19.01.2023) 83 • ..SCHDER Project: Rack type: HM Electronics 2, Carlsbad -CA, USA Logimat SLL Cross-section design review Hat-profile front/back (t = 2.0mm) Simplified Buckling Proof acc. ANSI/AISC 360-10 (E7.) phi_c = 0.9 (LRFD) Length: max L-2652 mm (104.41 in) Yield Strength: Fy = 35.0 kN/cm2 (50765.75 psi) Cross Section Area: A= 7.16 cm2 (1 .11 sq in) Min. governing radius: rz = 14.6 mm (0.57 in) Slenderness radius: KxUr = 181.6 < 192.8 Elastic buckling stress: Fe= 5.98 kN/cm2 (8677 psi) Net reduction factor. 1.03 x (E/Fx)A0.5 = 13.39 <bit= 68/2.0 = 34.0, Q = 0.69xE/(Fyx(b/t)2) = 0.341 Critical stress: Fer= 5.179 kN/cm2 (7511 psi) Design compressive strength: 0.9 x Ax Fer= 33.4 kN (7.50 kip) Shear of the bolt acc. ANSI/Al SC 360-10 (J3.-6.) phi_c = 0.75 (LRFD) M128.8 ➔A b=0.84cm2 ;F nv=0.6x80 Shear Strength: 0. 75 x 0.84 x 0.6 x 80 = 30.2 KN (6.80 kip) Bearing resistance acc. ANSI/AISC 360-10 (J3.-10.) phi_c = 0.75 (LRFD) clear distance between edge of the hole and material l_cx = 19 mm (0.75 in) l_cy = 19 mm (0.75 in) Tensile strength Fu= 42.0 KN/cm2 (60918.9 psi) Rn in x or y = 1.5 x 1.9 x 0.2 x 42.0 = 23.9 kN (5.38 kip)<= 3.0 x 1.2 x 0.2 x 42.0 = 30.2 KN (6.80 kip) ✓(Rnx2 + Rny2) = 33.9 kN (7.61 kip) Bearing strength: 0.75 x 23.9 = 18.0 kN (4.04 kip) Max shear on bolt nx = 2 pcs delta x = 100 mm (3.94 in) nz = 2 pcs delta z = 100 mm (3.94 in) n=4pcs --> Ip= 200 cm2 (31 sq in) Influence forces on connection above opening Myd= 0.92 kNm (8.14 kipin) Fzd= 0. 78 kN (0.18 kip) Fxd= 11.06 kN (2.49 kip) Max shear on bolt Fv,Ed = 5.6 kN (1.27 kip) < 18.0 kN (4.04 kip) Index C (19.01.2023) 84 Project No.: 9900002986 • Project: HM Electronics 2, Carlsbad -CA, USA STEEL CA 1 -General stress analysis of steel members General Data Members to design: Result combinations to design: Materials •■SCHKFER Rack type: Logimat SLL RC1 RC2 All CO1/p or CO2/p or CO21/p or to CO24 CO31/p or to CO34 Project No.: 9900002986 Mall. Material Safety Factor Yield Strength Limit Stresses [MPa] No. Description g., [-] t,. [MPa] Manually Limit s,. Limit t 1 Steel S 355• 1.10 355.000 -322.727 186.327 2 Ocel S 350GD 1.10 350.000 -318.182 183.702 Cross-Sections Sect. Mall. Cross-section 11 [in•] I, [in•] I, [in•] Limits..., 322.727 318.182 No. No. Description A [in2] ap1., a.._. Comment 2 2 SHAPE-THIN PX 140XlOOX3.0_lC0 3 2 SHAPE-THIN C403015 5 2 SHAPE-THIN NEW -HUT l35X50X2.0 6 2 SHAPE-THIN NEW ·Hl/T l35X50X2.5 7 2 SHAPE-THIN C 110XSOX15X3 8 1 Flat Sar 0.12/1.65 14 2 SHAPE-THIN NEW -Hl/T l35X50X2.0 • GEOECKELT Stresses by Cross-Section Sect. No. 2 3 5 6 7 8 Member I Location No. x(in) I SHAP:£HIN PXI 140X100X3.0_iri 5 0.0 SHAPE-THIN C403015 : I ~:~1 30 0.0 SHAPE-THIN NEW-HUT 135X50X2.0 ::~ I 1~:~1 182 104.4 SHAPE-THIN NEW-HUT 135X50X2.5 186 I 0.01 226 0.0 186 QO SHAPE-THIN C 110X50X15X3 I ~:~1 24 0.0 24 24 Flat Bar 0.12/1.65 149 77 149 I 0.01 0.0 0.0 Index C (19.01 .2023) S-Point No. 7 321 7 29 47 29 1 9 1 18 9 18 I Load Case RC2 RC2 RC2 RC2 RC1 RC2 RC2 RC2 RC2 RC2 RC2 RC2 RC2 RC2 RC2 RC2 RC1 RC2 85 0.01 1.94 0.00 0.2S 0.00 0.71 0.00 0.87 0.00 1.02 0.00 0.20 0.77 1.11 7.75 1.28 0.10 1.16 1.50 1.67 1.85 1.67 2.94 1.18 0.04 1.50 2.38 1.63 I Stress Type I Sigma Total Tau Total Sigma-eqv I Sigma Total Tau Total Slgma-eqv I Sigma Total Tau Total Slgma-eqv I Sigma Total Tau Total Sigma-eqv I Sigma Total Tau Total Slgma-eqv I Sigma Total Tau Total Slgma-eqv I 3.43 1.66 0.05 1.59 0.45 1.15 0.55 1.16 0.51 1.55 0.00 1.50 0.72 1.32 Stress [MPa) Existing I Limit I -168.8541 37.201 170.461 -50.5831 0.000 50.583 -60.7591 2.714 60.760 -100.8271 -15.098 100.945 -33.140 I 2.161 33.158 146.910 I 0.000 146.910 318.1821 183.702 318.182 318.1821 183.702 318.182 318.1821 183.702 318.182 318.1821 183.702 318.182 318.1821 183.702 318.182 322.7271 186.327 322.727 Stress Ratio 0.53 0.20 0.54 0.16 0.00 0.16 0.19 0.01 0.19 0.32 0.08 0.32 0.10 0.01 0.10 0.46 0.00 0.46 Project: HM Electronics 2, Carlsbad -CA, USA Stresses by Cross-Section Sect. Member Location S-Point No. No. x [in] No. 14 SHAPE-THIN NEW-HUT 135X50X2.0 -GEDECKELT 114 114 114 Stress ratio Sigma-eqv SlEElCAt Max Slgma-«f,f. 0.54, Min Si!,na-«f,f. 0.00 Index C (19.01.2023) 0.0 104.4 0.0 71 13 71 •■SCHJIFER Rack type: Logimat SLL Load Case Stress Type RC2 Sigma Total RC2 Tau Total RC2 Slgma-eqv 86 Project No.: 9900002986 Stress [MPa] Stress Existing -102.285 4.034 102.285 limit Ratio 318.182 183.702 318.182 l$omeu1c str-ratio Slgma-eqv [-] 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Max : 0.54 Min : 0.00 0.32 0.02 0.32 • Project: HM Electronics 2, Carlsbad -CA, USA RSBUCK CA 1 -Stability analysis General Data Number of buckling modes: Axial forces have been Imported from RSTAB CO2 Internal member partltlon for -Beams: -Trusses: -Tapering or elastic foundation: Consider the effect of tensile forces Stiffness modification Maximum number of iterations: Iteration break off limit: Critical Load Factors Shape Critical No. Load Factor 1 14.458 2 31 .181 3 32.710 4 33.152 First natural eigen value shape R$8UCKCAI BuclllngModeHa. t • 14.45800 Clctloll~uH Max u: 1.01. 1,1Jn u. o.oo H Faclorof--1.00 Index C (19.01 .2023) Magnifying Factor Alpha 1.074 1.033 1.032 1.031 Rack type: Logimat SLL 4 2 1 6 too 1.000E-05 87 •■SCHJIFER Project No.: 9900002986 - • Project: HM Electronics 2, Carlsbad -CA, USA Second natural eigen value shape RS8UCKCA1 8ucldr>g Mode No 2 • 31.18070 G1aba1 ~ u H Max u· 1.00, Min u: 0.00 H Facio< of clolomlalions: 1.00 Index C (19.01 .2023) ••SCHJD=ER Rack type: Project No.: Logimat SLL 9900002986 88 . ., ~--------------------------------------------------, ••SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA LogimatSLL 9900002986 1:115;1 ---------------------------H II t I PROFIS Engineering 3.0.81 www.hlltl.de Company: Address: Phone I Fax: Design: SSI Schaefer a.r.o. Tow ml 325, Hranlce +4205818207221 STAP-185_SLL_type E_lndex B Page: Specif•. E-Mail: Date: 1 Pfemysl Palenlca premywl.parenica@S8i-cchaefer.com 09.11.2022 Fastening point Specifier'• comments: 1 lnputdata Anchor type and diameter: HIT-RE 500 V3 + HIT•V (1.8) M18 Rel\Jm period (seMOII life In years): 50 Item number· 387087 HIT-V-8.8 Mt6x380 (element) 12123403 HIT-RE 500 V3 (adhesive) EffectiVe embedment depth: Material: Evaluation Service Report Issued I Valid: Proot. Seismic performance category: Seismic proof type: Seismic load percentage <•20%: Stand-off lnstalation: Anchor plate" : Profile: Base material: Installation: Reinforcement h11'"" • 12.596 In. (h,.,... • -in.) 8.8 ETA 16/0143 14.05.2019 I· Design Method ETAG BOND (EOTA TR 029)+ Seismic (EOTA TR 045) Ct 5.3 at) Capacity design no 91, • 0.000 In. (no stand-off): I • 0.4n In. I,. x ~ x t ,. 9.528 In. x 10.630 In. x 0.4n In.; (Recommended plate thiduless: not calculated) HD.; (LxWxTx FT) •5.512 In. x0.787 In. x 0.236 ln.x 0.157 In. cracked concrete,. t.,.-• 3,n7 psi; h • 24.016 In., Temp. short/long: 40/24 "C automatic cleaned drilled hole, Installation condition: Ory no reinforcement or reinforcement spacing » 150 mm (any 0) or» 100 mm (0 <• 10 mm) no longitudinal edge reinforcement Reinforcement to control splitting according to EOTA TR 029, 5.2.2.6 present. " -The anchor c:alculation Is based on a ~gid anchor plate assumption. Geomttry [In.] & Loading [kip, In.kip] il'C>UI doll end raub ""'II bo-ld lot 00,_,11)' wth 1111 Pilllngoo-I nd to, pllut,bllty! PROflSEn~(o)2Q0)-2022HI-Nl,Fl. ... 9'Sohlln-lulOgl••Tr-.e•olHHAO.Sdlan Index C (19.01.2023) 89 1 •■SCHJD=ER Project: Rack type: Project No.: HM Electronics 2, Carlsbad -CA, USA Loglmat SLL 9900002986 i = i i S ; •--------------------Hlltl PROFIS Engineering 3.0.81 www.hUtl.de Company. Address: Phone IF.ix: Design: Fastening point 1.1 Load combination Case Descnption SSI Schaefer 5"r.o. Tovooil 325, Hranice +4205818207221 STAP-185_Sll_type E_lndex 8 Forces (lop)/ Moments (in.kip] Page: Specifier: E-MaH: Date: 1 Combination 16 -omega 2.0 20I N = 25.519; V, =-1.051; v, = 2.038; M, = 0.000000; M, = 10.151805; M, =0.000000; 2 Proof I Utilization (Governing Cases) Design values [kip] Loading Proof Load capacity Tension Concrete Breakout Failure 25.519 30.544 Shear Steel Strength (without lever arm) 0.666 4.800 Loading PN llv ~ Combined tension and shear loads 0.835 0.139 1.000 3Wamings • Please consider al details and hints/warnings given in the detalled report! 2 PfemysJ PDl'enica premysl.paren1ca@ssi-schaefer.com 09.11.2022 Seismic Fll'e Max. Util. Anchor[%) C1 no 98 Utlllutlon IINlllv [%] Status 84 /-OK -/14 OK Utlllza1ion P..,v [%] Status 98 OK Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Anj and all infonnation and data contained in the Software concern solely the use of Holli products and are rosed on the principles, formulas and security regulations in accordance with Hilti"s technical directions and operating. mounting and assembly instructions, etc., that must be stnctly complied with by the user. All figures contained therein are avef'Qge figures, and therefore use.specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations earned out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole respons,l>ility for having the results or the calculation chedced and cleared by an e,cpert. particutarly with regard to compliance with applicable noons and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret noons and permits without any guarantee as to the absence of emirs, the correctness and the relevance of the results or suitabaity for a specific applicabon. • You must take all necessary and reasonable steps to prevent°' linit damage caused by the Software. In particular, you must arrange for the regular b3dcup of programs and data and, if applicable. cany out the updates of the Software offered by Hilli on a regwr basis. If you do not use the AutoUpdate fundion of the Software, you must ensure that you are using the ct.rrent and thus up.to-date Yef'Sion o( the Software in each case by canying out manual updates via the Hilti Website. Hilti wil not be iabte for consequences, such as the rea:ivery of lost or damaged data or programs, arising from a culpable breach of duty by you. Index C (19.01.2023) 90 STORAGE RACKI DRIVE-IN RACKS CANTILEVER RA< MEZZANINES CONVEYORS CAROUSELS PUSH BACK RACt RACK BUILDINm SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STEEL SHELVING MOVABLE SHELVII STORAGE TANKS MODULAR OFFICE GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES Footings FOR ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT GEORGIA IDAHO ILLINOIS HM Electronics INDIANA OHIO KANSAS OKLAHOMA MICHIGAN OREGON MINNESOTA PENNSYLVANIA MISSOURI TEXAS MONTANA UTAH NEVADA VIRGINIA NEW MEXICO WASHINGTON WISCONSIN 14110 Stowe Drive Poway, CA JOB #:12-0406 t\ SALE. FATEEN, P.E. 3/27/2012 CBC2022-0372 2848 WHIPTAIL LOOP HME ELECTRONICS: COM-Tl (1,453 SF) STRUCTURAL INSTALL LOGIMAT MACHINERY > 1--0 161 ATLANTIC STREET • POMONA • CA 91761 2091202100 11/22/2022 CBC2022-0372 . Combine~ Fo~ting o:esig:r1: Description : Combined Fooling for HM Electronics General Information . Material Properties fc : Concrete 28 day strength Fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density Q> : Phi Values Soil Information Flexure: . Shear : 2.50 ksi 40.0 ksi 3122 ksi 145 pct 0.9. •. 0.75,. Allowa~1~i9ff B~ari~!g •• ~-. . , • , • 1 1.50 ksf lncreas!:rB~afing By!Footin~fWeight No Soil Passive Slidmq Resistance 250 pcf {Uses entry for Footing base depth beiow soil sulface' for force) Coefficient of Soil/Concrete Friction 0.3 Analysis/Design Settings Calculate footing weight as dead load ?; .. Calculate Ped~stal weight a_s,dead load'J . Min Steel %l3er)di11gR,eliif(based:9n-'q'). .. Min Ailew %tr~mp Reinf;(~a~eq on-11:i).ckJ ; • · Min, Over.turning-Safely Fatfor , Min, Sliding·Safety Factor Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth . , , . Allow. Pressure Increase per foot when base fooling is below Increases based on foolin9 Width ... Increase per foot o.f wIqth., . ,. . _ . .. , when length -or-'(!ldth t:9reqfer 1/1,ao • . , ,. Maxim4m.A!lilw~d-B~aring ~stir~·. , • : .. •. (zeto Is (l.cNiinJI), • •. . -. . • • ' •. ' Adju~ted·A!lo\vaQle·'Soil Bearing , . ' . , '. \ : IAJ/owdb(e·-SotTBearing edjusled for footing weight and ; , .• -~epth & width increases as specified by user,) Dimensions & Reinf?rcing Distance Le~ 6t ~o.iump M • ~ . 2.0 'ft Pedestal dimensions... Col #1 Col #2 1etween Colu_inns, ·, :. ' :::, ._Distance RlghfofColumn #2 = 1.804 ft Sq. Dim. = 12 12 In ____ 2._0 ft Height = O O in Total Footing Length = 5.804 ft Footing Width = 6,25 ft 1=ooting Thicknes~ = 24 In Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Lo~ds Applied•@ Left~olU.niri. ', I • U ial ~~~·qow~ward .. = . otneJlt ( +.CCWJ . . = She~t(*X) • = Applied @ Right Column Axial Load Downward Moment (+CCW) Shear(+X) Overburden / = DL 2.248 0 0 2.248 0 0 0 6-117 3 in ,, 3 in Lr L s 0 9,442 0 0 0 0 0 0 0 0 9.442 0 0 0 0 0 0 0. 0 0 0 8-#7 Bars left of Col #1 Count Size# Bottom Bars 6.0 7 Top Bars 6,0 7 Bars Btwn Cols Bottotii B.ars , ~.d, 7 Tqp Bar~ •. . .(l;Q • T. 'B~rs Right·of 661.#2. • Bottom Bars 6.0 7 fop Bars 6,0 7 w E 0 -18.547 0 0 0 0 0 16.547 .0 0 p 0' 0 0 2•:11• J i•.9.51a. 1, 21.,0-•• ·s•.11-51e 0.0014 0.0018 1.0: 1 1,0 : 1 0 ft 0 ksf 0 ft Oksf Ott 10 ksf ksf As Actual As Reg'd ~.60 3,2_4Qjnh2 3Jl0· , 3:24DinA2 3.60· • l240iflh2 3.60 O,OinA2 3.60 3,240inA2 3.60 3.240lnA2 H k 0 k-ft 0 k 0 Lt 0 k . . . . . Description : Combined Footing for HM Electronics DESIGN SUMMARY _,.,kW•i,g.i;..._ ----------------------------~ Ratio Item Applied Capacity Governing Load Combination ·~--~---PASS 0.8530 Soil Bearing PASS 1.055 Overturning PASS No Sliding Sliding PASS 1.694 Uplift PASS 0.1422 1-way Shear :·G!ll #1 , PASS 0.2~ 1-way ~heac ~Col f/2,. . PASS 0.0494.8', 2,w~y Puhchi~g -c'ot.tt{ PASS O.'Qf?0.J'4._ ', tv/ay'-Punchi~g • Col #2 PASS No·B'endliig Flexure-Left of Col #1 -Top PASS 0.008388 Flexure -Left of Col #1 -Bottom PASS No Bending Flexure -Between Cols -Top PASS 0.04612 Flexure -Between Cols -Bottom PASS 0.009324 Flexure -Right of Col #2 -Top PASS 0.05822 Flexure -Right of Col #2 -Bottom Soil Bearing 1.280 ksf 49.387 k-ft 0.0 k t2.983_k • 1Q.~61 psi . ·19:.256-psl, 7.423 psi 9.051 psi 0.0 k-fl 1.861 k-ft 0.0 k-ft 10.234 k-ft -2.069 k-ft 12,.919,k,H· ... 1.50 ksf 0.6D~QJE - . 52:111 k-ft • -'.0.~D4-0:-7t .' • • • • 4,50!{ k ::·, ' • No·Sliditig- • 2f9°92'k •• 0.6D-0.7E 75.0 psi 75.0 psi 150.0 psi 150.0 psi 0.0 k-ft 221.92 k-ft 0.0 k-ft 221.92 k-ft -· 2l.t92 k-ft\' -'. 221,.9.2 ~~ft • .•. . , "' \ ~ . ' . +1.200+0.850L +0.20S+E +1.200+0.850L +0.20S-1.0E +1.200+0.850L +0.20S-1.0E + 1.200+0.850L +0.20S-1.0E N/A +1.400 NIA , -t<1.20p.+-0.5Qt.ri1,60t~t.608\ • ' I • • • ' .••• : I" .. ' .. i -t0.900.-+0\2250t-tOE+1.60H l-li1:200-+0:Moi:. +0.20s+E • • . Ec.~e~~~(ty • • ' Actual Soil Bearing Stress : 'fron'i'ftg Cl @ Left Edge @ Right Edge Allowable Actual / Allow Ratio -t-0 , . •. ·.j • ·,' •.• 15.02 k +D+L \ . ",, ' 33.90 k -t-0+0.750L+0.50E 29.18 k +0+0.750L-0.50E 29.18 k +0.600+0.30L+0.50E 14.67 k +0.600+0.30L-0.50E 14.67 k Overturning Stability 0.000 in 0.41 ksf 0.41 ksf 0.000 in 0.93 ksf 0.93 ksf 0.573 in 0.33 ksl 1.28 ksl -0.573 in 1.28 ksf 0.33 ksf 1.140 in 0.00 ksf O.S91k~f -1.140 in 0.89 ksl 0 .. 00l~sf,. • -·;. 1.50 ksf 1.50 ksf 1.50·ksf 1,5ifksr t5~.k'!?f , • , lqO.ksf Moments ab9ut left EdQ'I! l<H~ ... . . · ·eslsfin 8.!!!lo Moments about Right Edge k-11 Load Combination ... D 0-+l 0,6D+L+0.7E, 0.~0.+l-0.7E • 0.60:.0.1~ 0.6D-0:7E Sliding Stability Load Combination ... D D-+l 0.60-+l +0.7E 0.6D+L-0.7E 0.60+0.?E 0.60-0.?E -· Overturnin ~:oo: u·.oo ' • 25,97 49.39 25.97 49.39 Overturnln Reslstln • . 0.00 999.000 0.00 0.00 0.00 999.000 0.00 0.00 130.33 5,019 49.39 106.91 106.91 2.165 25.97 130.33 75.53 2.909 49,39 52,11 52.11 1,055 25,97 75.53 Sliding Force Resisting Force Sl!d/ng $afef}'RaUsr 0.00 k 4·.50 k • 999 0.00 k 10.11k 999 0,()Q-k. · 8..37k-999 Q'.OQ 'k 8.37 k 999 0.00· k 2.70 k 999 0.00 k 2.70 k 999 Footing Flexure • Maximum Values for Load Combination '' Distance Tension Governed Load Combination ... Mu from left Side As Re9'd bl Actual As Phi*Mn 0.6D-0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.60-0.?E 0.000 0.019 Bottom 3.240 Min. Percent 3.600· .. 22,1.921 0.60-0.?E 0.001 0.039 Bottom 3.240 Min._Percent ,, 3.600'. 22l92'1 0.60-0.7E 0.002 0.058 Bottom 3.240 Min, P,er~Qt· ·3·:6QQ · .:221-,9~1 0.60-0.7E 0.003 0,077 BottQm 3,~40 Mi'nJ Percent • 3',6p()\ •• -221.g 1 0.60-0.7E 0.005 0.097 13oltom· ' S.240 · Mio. Percent 3:600 221.921 0.60-0.7E 0,007 ~ ,1 W: . · Bbltprti • , 3,210 Miri. Percent 3.600 221.921 0.60-0.?E (}.()10, ' . .13~ . J3<ittom . 3:240 Min. Percent 3.600 221.921 0.60-0.7E_ ·o.01a. 0,155 Bottom 3.240 Min. Percent 3.600 221.921 0.60-0.?E 0.0~& 0.174 Bottom 3.240 Min. Percent 3.600 221.921 0.60-0.?E 0.020 0.193 Bottom 3.240 Min. Percent 3.600 221.921 0.6D-0.7E 0.025 0.213 Bottom 3.240 Min. Percent 3,600 221,921 0.6D-0.7E 0.029 0.232 Bottom 3,240 Min. Percent 3.600 221.921 0.276 0.623 • ·Q.853 0Jl~3 0.§91 0.591 Ratio 999.000 999.000 2.165 5.019 1.055 2.909 Mu/ PhiMn 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . . . . . Description : Combined Footing for HM Electronics Footing Flexure• Maximum Values for Load Combi'nation Distance Tension Governed Load Combination ... Mu from left Side As Reg'd b)'. ~_qtuatAs-_p~·iwo Mu/ PhiMn 0.6D-0.7E 0.034 0.252 Bottom 3.24~ Min .. !?()rcentr -~-_ ~6Ql) , · 22i.921 0.000 0.60-0.7E 0.040 0.271 Bottom , • 3.24 • ,-. Min, Percent .. . • 3.600 .. • 221~921 0.000 0.60-0.7E 0.046 0.290 Bottom l~4p; :.-\iirl:·percent ' • ·:rncio 221.921 0.000 0.60-0.7E 0.052 0.310 BQl!o,m. ,J".'.240 ,, ~ Min. Percent 3.600 221.921 0.000 0.60-0.7E Q,Q5_9 . 0,329 , Bpttom •. 3:240 Min. Percent 3.600 221.921 0.000 0.6D-0.7E .Q.;066' _0.34& Boftom 3.240 Min. Percent 3.600 221.921 0.000 0.60-0.7~. '. "(}.(173 . '· .: 0:368 -Bottom 3.240 Min. Percent 3.600 221.921 0.000 0.60-0.76-.. ·.' 0.081 0.387 Bottom 3.240 Min. Percent 3.600 221.921 0.000 I 0.6D-0:7E •• .. I . •, -0.090 0.406 Bottom 3.240 Min. Percent 3.600 221.921 0.000 0.6D-0.7E ·, • • 0.098 0.426 Bottom 3.240 Min. Percent 3.600 221.921 0.000 0.60-0.1E--•• 0.107 0.445 Bottom 3.240 Min. Percent 3.600 221.921 0.000 0.6D-0.7E 0.117 0.464 Bottom 3.240 Min. Percent 3.600 221,~21 0.001 0.6D-0.7E 0.127 0.484 Bottom 3.240 Min. Percent 3.600 _ nt9?1 0.001 0.6D-0.7E 0.137 0.503 Bottom 3.240 Min. P~n!-.. ~.&00. ;-I. , --~erna1 0.001 0.6D-0.7E 0.148 0.522 Bottom 3.240 ~!_n. P(rQ_e.nt, ·._·,_ . i : _3;~. \ ' . :·:-~2t~21 0.001 0.6D-0.7E 0.159 0.542 Bottom l • 3;2"49 ,. ~ , in. PEjr~n\ •. -, ,3; ... 1 •• 221.921 0.001 0.6D-0.?E 0.171 0.561 5<:lttom , 3:.240; , ·, M!ll~ P~en.t:: : 3.600 2.21.921 0.001 0.6D-0.7E 0.183 .. 0:580 . Bott6m-' : • -3,~o., .. Min, Percent 3.600 221.921 0.001 0.60-0.7E 0.195 r 0.600 s'otto,oi-, • , , 3!240 Min. Percent 3.600 221.921 0.001 0.6D-0.7E . :.•-0~013-... I 'J)."619 •.8-otforn -·-·· 3.240 Min. Percent 3.600 221.921 0.001 0.60-0.?E ,.. . ~~ ~-·. ,,. • ·, ',-._ I • ,Q,~1 . Q-,fr38 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.6D-0.7E ., . .• • • ·-, '.:;-0:-2 • , 0.658 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.6D-0.7E '. i •. . . ~ ' ' 0.249 0.677 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.6D-0.?E , , ' .. 0.263 0.696 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.6D-0.7E 0.278 0.716 Bottom 3.240 Min. Percent 3.600 . 221.921 0.001 0.6D-O.?E 0.293 0.735 Bottom 3.240 Min. Percent 3.600 .2~1~1 0'.001 0.6D-O.?E 0.309 0.755 Bottom 3.240 Min. P~rcent· 3.60() 221_.92f 0..001 0.6D-O.?E 0.325 0.774 Bottom 3.240 Min. Percent , • 3,600 221.921-0.001 0.6D-O.?E 0.341 0.793 Bottom 3 .. ~~0-··_Min, Percent 3:600 ' 221.921 0.002 0.6D-0.?E 0.358 0.813 Bottorn , ),240 . ·-t.1)n. Percent '3.600 221.921 0.002 0.6D-0.7E 0.375 0.83'2 .Bollom I ·; . ~:~!~--Min. Percent 3.600 221.921 0.002 0.6D-0.7E 0.393, 0:.851, 'eott.om • • Min. Percent 3.600 221.921 0.002 0.6D-0.7E '·p,4~1 '0·,871 Bottom 3.240 Min. Percent 3.600 221 .921 0.002 0.6D-0.7E . -:{29, 0-.890 Bottom 3.240 Min. Percent 3.600 221.921 0.002 0,60-0.-?E . -~.448 ·-0.909 Bottom 3.240 Min. Percent 3.600 221.921 0.002 0.6D-0.7E 0.468 0.929 Bottom 3.240 IMin. Percent 3.600 221.921 0.002 0.6J)-0.7E' 0.487 0.948 Bottom 3.240 Min. Percent 3.600 221.921 0.002 0.60~ZE 0.507 0.967 Bottom 3.240 Min. Percent 3.600 221.921 0.002 0.60-0.?E 0.528 0.987 Bottom 3.240 Min. Percent 3.600 2~21..921 0.002 0.60-0.7E 0.549 1.006 Bottom 3.240 Min. Percent 3.600 . '2 1':921 0.002 0.6D-0.7E 0.570 1.025 Bottom 3.240 Min. Peref;ln! 3,QOO-•. 2;2,1. _:g~j 0.003 0.6D-0.7E 0.592 1.045 Bottom 3.240 ~l/t, f'Eir¢ent, ' 3.6.00· 221 .'921 0.003 0.6D-0.?E 0.614 1.064 Bottom 3.240 . Mih. P!'ltcent 3:600 221.921 0.003 0.6D-0.7E 0.636 1.083 BE.ittom 3.240 Mio,. f?ercelit 3.600 221.921 0.003 0.60-0.7E 0.659 1.1.qa-Boitom ,3.240 Mfn. Percent 3.600 221.921 0.003 0.60-0.?E Q.683-• 1.122 . Botfom 3.240 Min. Percent 3,600 221.921 0.003 0.6D-0.7E • 0.707 tH-1 Bottom-3.240 Min. Percent 3.600 221.921 0.003 0.60-0.?E • 0.731 1.161 Bottom 3.240 Min. Percent 3.600 221.921 0.003 0.60-0.7E ' 0.755 1.180 Bottom 3.240 Min. Percent 3.600 221.921 0.003 0.6D-O.?E ' 0.780 1.199 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.6D-0.?E 0.806 1.219 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.60-0.?E 0.831 1.238 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.60-0.?E 0.858 1.258 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.6D-0.7E 0.884 1.277 Bottom 3.240 Min. Percent 3.QOO n1.92-1 0.004 0.6D-0.?E 0.911 1.296 Bottom 3.240 . Min:f1ercent. ·3:6()(3 :22t,9i 1 0.004 0.6D-O.?E 0.938 1.316 Bottom. 3.~40 M'lnl PeJcer'\t . 3::6QO-. 221.921 0.004 0.6D-0.?E 0.966 1.335 BoJtom 3. 40 Min: P,ercent 3;600 221.921 0.004 0.6D-0.?E 0.995 1,354 . Bottom 3_. 40 Min. Percent' 3.600 221 .921 0.004 0.6D-0.?E 1._0~3.' 1;374· _...i:lottbm .. 3':240 Min. Percent 3.600 221.921 0.005 0.60-0.?E 1.a52 U9$ • Boitom·· • 3.240 Min. Percent 3.600 221.921 0.005 0.6D-0.78 .. 1.oa-2:. 1.4"12 Bottom 3.240 Min. Percent 3.600 221.921 0.005 0.6D-O.?E '. 1.111 1.432 Bottom 3.240 Min. Percent 3.600 221.921 0.005 0.6D-O.?E • 1.142 1.451 Bottom 3.240 Min. Percent 3.600 221,921 0.005 0.6D-0.?E 1.172 1.470 Bottom 3.240 Min. Percent 3.600 221.921 0.005 . C:ombined fQOtlng'. [)~_slgfl . • Description : Combined Footing for HM Electronics Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Load Combination ... Mu from left Side As Req'd by ~<;t_ual.As . .-pfi.i'Mn Mu I PhiMn • I • 0.60-0.7E 1.203 1.490 Bottom 3.44~ Min. P.~rcent,. , • .3'.6{)'0 I 221-.921 0.005 0.60-0.7E 1.235 1.509 Bottom 3.24 ,. . Min, Percent _ . 3:6QO·· • 221:921 0.006 0.6D-0.7E 1.265 1.528 Bottom ~-~40, • :\1iri.' Percent I • 3,600 221.921 0.006 0.6D-0.7E 1.295 t.548 .Botto',m. _3:210 ,_ . Min. Percent 3.600 221.921 0.006 0.6D-0.7E .-l:~~5:-' -•• l .567.-. Bpttoln '. 3·:2 0 Min. Percent 3.600 221.921 0.006 0.60-0.7E ,1,586 Boftom 3.240 Min. Percent 3.600 221.921 0.006 0.60--0.7!;. • . l~a1· -~-1.606 •• Bottom 3.240 Min. Percent 3.600 221.921 0.006 0.60-0.76-·HOT 1.625 Bottom 3.240 Min. Percent 3.600 221.921 0.006 0.6D-OS7E .. 1.434 1.644 Bottom 3.240 Min. Percent 3.600 221.921 0.006 0.6D-0.7.E • 1.459 1.664 Bottom 3.240 Min. Percent 3.600 221.921 0.007 0.6D-0.71: 1.483 1.683 Bottom 3.240 Min. Percent 3.600 221.921 0.007 0.6D-0.7E 1.507 1.703 Bottom 3.240 Min. Percent 3.600 ~~~1~~~ 0.007 0.6D-0.7E 1.530 1.722 Bottom 3.240 Min. Percent 3.600 0.007 0.60-0.7E 1.552 1.741 Bottom 3.240 Min. Peri;ent : ~-600 .' 2ern2_1 0.007 0.60-0.7E 1.574 1.761 • Bottom 3.240 ~in. P~rcent-. •• '3;~q., ·:22t921 0.007 0.6D-0.7E 1.595 1.780 Bottom · • 3.240 , -: m. Per1;e~t' :3)6QO, , 221 :921 0.007 0.60-0.7E 1.614 1:799 Sf)ttorn • t2~Q-, ,-. -~' ftt. Pqrpenf-. .-• '3,600 221.921 0.007 0.6D-0.7E 1.634 -· 1:819 -Bottom' . <,,~40. , __ • .. tn, Percent 3,600 221,921 0.007 0.6D-0.7E 1.652. ,,_. .• .:1--.a3~ ·-B~Mar, ••. 3!240 Min. Percent 3.600 221 .921 0.007 0.6D-0.7E . 11WP:-' ''-· ;tas7. • . 8._olfotn • 3.240 Min. Percent 3.600 221.921 0.008 , • /' • I •• 0.6D-0.7E , ·.' I __ 1-6~--• _1,,877 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E I I • ._~• , ' -1}70 , 1.896 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.60-0.7E 1.718 1.915 Bottom 3,240 Min. Percent 3.600 221,921 0.008 0.60-0.7E , ' ' 1.732 1.935 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E 1.746 1,954 Bottom 3.240 Min. Percent 3.600 -~21.921 ·Q.008 0.6D-0.7E 1.759 1.973 Bottom 3.240 Min. Percent 3.600 ~1<$21 ' . 'Q",008 0.6D-0.7E 1.771 1.993 Bottom 3.240 Min. P~rcent---3.600 .• 22_1..9~J O.b08 0.60-0.7E 1.783 2.012 Bottom 3.240 Min. Pei:cimt ~,6~·o 221:921. 0.008 0.60-0.7E 1.793 2.031 Bottom 3..2~0 ,Mfr\ Percent • a:6 o •. • 221.921 0.008 0.60-0.7E 1.803 2.051 _-Bottom / ·a,240 . --~)n._Percent '3,600 221.921 0.008 0.6D-0.7E 1.812 2.070 B0lfom : 3.~40 . -Mtn. Percent 3.600 221.921 0.008 0.6D-0.7E 1.821, 2:..089. 't ·w-.irn ' / a. 4b Min. Percent 3.600 221 .921 0.008 0.60-0.7E '1,828 2 .. 109 ttom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E 1,&35, 2A-28 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0,60-0,7E t841 • 2.147 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.60.-0.?E. 1.846 2.167 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7:E 1.851 2.186 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.60.-Q;'ZE 1.854 2.206 Bottom 3.240 Min. Percent 3.600 221 .921 0.008 0.6D-0.7E 1.857 2.225 Bottom 3.240 Min. Percent 3.600 2}L921 0.008 0.6D-0.7E 1.859 2.244 Bottom 3.240 Min. Percent 3.600 , 2 Hl2~ 0.008 0.6D-0.7E 1.861 2.264 Bottom 3.240 Min. Percent 3.ll,00-221.'92t 0.008 0.6D-0.7E 1.861 2.283 Bottom 3.240 Min·, Pet.cent t~~R 221.92°1 0.008 0.6D-0.7E 1.861 2.302 Bottom 3.240 . Mih. ·pf)rcetit' 221.921 0.008 0.60-0.7E 1.860 2.322 a01tom 3.2~0 . M,i~-. F?arcenl 3.600 221.921 0.008 0.6D-0.7E 1.859 2.341' :Bott6m 3.240 • Min. Percenf 3.600 221.921 0.008 0.60-0.7E 1.856 :raflo . Bottom ·3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E 1.853. -t~ao Boffom-3.240 Min. Percent 3.600 221.921 0.008 0.60-0.7E •. 1.849 , 2.399 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E 1.844 2.418 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E ,, 1.839 2.438 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.60-0.7E 1.832 2.457 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.60-0.7E 1.825 2.476 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.7E 1.817 2.496 Bottom 3.240 Min. Percent 3.600. 221,92-1 0.008 0.60-0.7E 10.234 2.515 Bottom 3.240 Min. Percent 3.600-' ,. m.921 0.046 0.60-0.7E 10.189 2.534 Bottom 3.240 • M_in. P~rcent. •. . . ' '3:6!)Q • . ' 22i.921, .. 0.046 0.6D-0.7E 10.147 2.554 Bottom U40 MlllJ P,.etceh_t : . 3.:.6QO·. -221.921 0.046 0.60-0.7E 10.107 2.573 Bottom , ~.240 . Mm·. Pier-c;ent, . 3:600 -221.921 0.046 0.60-0.?E 10.069 4,5~2 J3qitorn 3.240 Min. Percifrif 3.600 221.921 0.045 0.6D-0.7E ,-10-_0~3 , . 2:61:2 . Bottom. , '3:240 -Min. Percent 3.600 221.921 0.045 0.6D-0.7E 10.QOO . • 2 .. Q3:1 • . '. Boito'tn • ••• 3.240 Min. Percent 3.600 221.921 0.045 0.6D-0.7E' 9 .. ~"69:' -2.650 Bottom 3.240 Min. Percent 3.600 221.921 0.045 0.6D-0.7E l 9.940 2.670 Bottom 3.240 Min. Percent 3.600 221.921 0.045 0.60-0.7E ! 9.914 2.689 Bottom 3.240 Min. Percent 3.600 221.921 0.045 0.60-0.7E 9.890 2.709 Bottom 3.240 Min. Percent 3.600 221.921 0.045 Combh:1edi Footin.g Desig.s:l . • Description : Combined Footing for HM Electronics Footing Flexure• Maximum Values for Load Combination Distance Tension Governed Load Combination ... Mu from left Side As Re9'd by ~c.tual,As· . P~1•M~ Mu/PhiMn 0.6D-0.7E 9.868 2.728 Bottom . 3.2~ M!n.,E>,~rqent--. ,3:;600 . '-22i.921 0.044 0.6D-0.7E 9.848 2.747 Bottom 3.2 . , . .Min, Percent ~:6QO • 22ni21 0.044 0.6D-0.7E 9.831 2.767 Bottom , a.~4P _ Miq.'Percent 3.600 221.921 0.044 0.6D-0.7E 9.816 ',2,786 -.Bqllo,m-. , ,3:210 ·, • .Min. Petcent 3.600 221.921 0.044 0.6D-O.?E 9,004. · • 2' .. 805' . Bp1tom • 3:2 0 Min. Percent 3.600 221.921 0.044 0.6D-O.?E _ 9;7,93.' ·,2.825 • ,lilottorh 3.240 Min. Percent 3.600 221.921 0.044 0.6D-0.7g_ 'S::7.85 •. '2:844 -Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.6D-0.7ii -·:1 9:779 2.863 Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.6D-O.lE. I .. 9.776 2.883 Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.6D-0.7.E· 9.775 2.902 Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.60-0.71? 9.776 2.921 Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.6D-0.7E 9.779 2.941 Bottom 3.240 Min. Percent 3.600 221.921 0.044 0.6D-0.7E 9.785 2.960 Bottom 3.240 Min. Percent 3.600 n1:,9~1 0.044 0.6D-0.7E 9.793 2.979 Bottom 3.240 Min. Percent-3~ t I ' ·, 22r9i1 0.044 0.6D-0.?E 9.804 2.999 Bottom __ 3.240 ~!n. P(rQ_e.nt • • .. , ·: j~~\ -22t~21 0.044 0.6D-0.7E 9.816 3.018 Bottom -3.240 , . 1h. Percen\ , . -3)6 . • 221 ."921 0.044 0.6D-0.7E 9.831 3.037 l;)Qttom •. a':24Q: , -. ~ro. Pt11en.t , • • 3.600 221.921 0.044 0.60-0.?E 9.848 . 3:()57 , B.citt6fu ' ', '--. •• 3,2~0.', .. '.. ini P cent 3.600 221.921 0.044 0.6D-0.7E 9:868 ;· . ..-: 3,,Q7p • ·,Bbt\Qm , · ,:-': 3:240' Min. Percent 3.600 221.921 0.044 0.6D-0.7E . 9,aoo-·, •. • ·;~.Q9~ .. 8,6tlotn . ' • -3.240 Min. Percent 3.600 221.921 0.045 0.6D-0.?E .,. ,,,. . ~ .. 9,gi· : , •. 3-..115 Bottom 3.240 Min. Percent 3.600 221.921 0.045 , .... (. 0.6D-0.7E ,· , . ~ t". ; . . . • 9:94 3.134 Bottom 3.240 Min. Percent 3.600 221.921 0.045 . ·, 0.6D-0.7E f I • • 9.969 3.154 Bottom 3.240 Min. Percent 3.600 221.921 0.045 0.6D-0.7E 10.000 3.173 Bottom 3.240 Min. Percent 3.600 221.921 0.045 0.6D-0.?E 10.033 3.192 Bottom 3.240 Min. Percent 3.600 ~~21.921 Q.045 0.60-0.?E 10.069 3.212 Bottom 3.240 Min. Percent 3.600 ,-~1-~2~ • 0'..045 0.6D-0.7E 10.107 3.231 Bottom 3.240 Min. Percent-a.600 -,2~1,9il 0 .. 046 0.6D-0.7E 10.147 3.250 Bottom 3.240 Min. Per.cent I 3, .. 221.'921 0.046 0.6D-0.?E 10.189 3.270 Bottom ~,~~o • Mfr\ Pe~rit , • --'3'.~-• 221.921 0.046 0.6D-0.7E 10.234 3.289 Bottom , ,3.2~0 . ·tv11n, Percent '3.600 221.921 0.046 0.60-0.?E 10.281 3.308 J:k?lfOl'.ll , I -. ~ .24.0 • • Min-:Percent 3.600 221.921 0.046 0.60-0.?E 10.455, 3,:i~a ttig~ ,· .. : · .240 Min. Percent 3.600 221.921 0.047 0.6D-0.7E 10,662 • 3.3~7 3.240 Min. Percent 3.600 221.921 0.048 0.6D-O.?E ·1Q',66f . 'J..366' Bottom 3.240 Min. Percent 3.600 221.921 0.049 0,6.0-0;7E . '1-1.050 • 3.386 Bottom 3.240 Min. Percent 3.600 221.921 0.050 O.'~D-07B · 11.230 3.405 Bottom 3.240 Min. Percent 3.600 221.921 0.051 0.60'-0J,E 11.400 3.424 Bollom 3.240 Min. Percent 3.600 221.921 0.051 0.6~~.1.E 11.562 3.444 Bottom 3.240 Min. Percent 3.600 221.921 0.052 0.6D-0.?E 11 .714 3.463 Bollom 3.240 Min. Percent 3.600 22,t,921 0.053 0.6D-0.7E 11 .858 3.482 Bottom 3.240 Min. Percent 3.600 221-.:g21 0.053 0.6D-0.7E 11 .992 3.502 Bottom 3.240 Min. Per~nt 3,QOO Q:21-:921 0.054 0.60-0.?E 12.117 3.521 Bottom 3.240 Min~. Pef,cen r 3i6QO: 221':921 0.055 0.6D-0.7E 12.233 3.540 Bottom 3.240 • Miii. p~rcent • 3.600 221.921 0.055 0.6D-0.?E 12.339 3.560 Sottom 3.240 Mio,. Percent 3.600 221.921 0.056 0.60-0/E 12.437 3.679 Bottom ,3.240 • Mfn. Percent 3.600 221.921 0.056 0.60-0.?E 12.526 ; 3'.Q98'· Bcitfom 3.240· Min. Percent 3.600 221.921 0.056 0.6D-0.?E ;2.606 • -1me ·Bolfon'i 3.240 Min. Percent 3.600 221.921 0.057 0.6D-0.7E '12.676 3.637 Bottom 3.240 Min. Percent 3.600 221.921 0.057 0.6D-0.?E 12.738 3.657 Bottom 3.240 Min. Percent 3.600 221.921 0.057 0.6D-0.7E ' • 12.790 3.676 Bottom 3.240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E 12.834 3.695 Bottom 3.240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E 12,869 3.715 Bottom 3.240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E 12.895 3.734 Bottom 3.240 Min. Percent 3.600 221,921 0.058 0.6D-0.7E 12.911 3.753 Bottom 3.240 Min. Percent 3,600•'. 221.921 0.058 0.6D-0.7E 12.919 3.773 Bottom 3.240 Min. Percent. -·3:fiOQ ·221..921 0.058 0.6D-0.7E 12.918 3.792 Bottom 3 .. ~40 ·M!o1 P,'~tce'r\1 , . 3:.6QO. _·221.921 0.058 0.6D-0.7E 12.908 3.811 Bottom· , '3.240 Min. P,erqenr_: · • 3.600' 221.921 0.058 0.6D-0.7E 12.890 .3,83·1 , .13Qil9rn ~-240 Min. Percenf 3.600 221.921 0.058 0.6D-0.7E ,.12,8~2 , 3:850-·Bottom . 3:240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E 12.826 3.86~ '.Boitonr 3.240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E :12.786 3.'889 Bottom 3.240 Min. Percent 3.600 221.921 0.058 0.6D-0.7E 12~726 3.908 Bottom 3.240 Min. Percent 3.600 221.921 0.057 0.6D-0.7E , 12.663 3.927 Bottom 3.240 Min. Percent 3.600 221.921 0.057 0.6D-0.7E • 12.592 3.947 Bottom 3.240 Min. Percent 3.600 221.921 0.057 . . . .. . Description : Combined Footing for HM Electronics Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Load Combination ... Mu from left Side As Req'd bX ~_!;tual,As· ··:P~i~Mn Mu /PhiMn 0.6D-O.?E 12.511 3.966 Bottom 3.440 M!n-.P.~r~nt ·, • '1,60:0 . 221..921 0.056 0.6D-0.7E 12.422 3.985 Bottom 3.240 _ Min, Percent . s:60:0_ . 221:921 0.056 0.6D-0.7E 12.324 4.005 Bottom. , . ~:~4,0: /M!fl• .Percent ·3.600 221.921 0.056 0.6D-0.7E 12.217 4.024-.Botf6.m· ;3. 40 -.. Mm. Percent 3.600 221.921 0.055 0.6D-O.?E 1ZJ.0.2-· • 4;0:43: ·, Bp{totn . 3:240 Min. Percent 3.600 221.921 0.055 0.6D-O.?E 1.1-·978 . A.063, _Bonom 3.240 Min. Percent 3.600' 221.921 0.054 0.6D-0.7§ . -. • . .r{e:45' . '.4:082' •• Bottom 3.240 Min. Percent 3.600 221.921 0.053 0.6D-0.76 . 1H04 4.101 Bottom 3.240 Min. Percent 3.600 221.921 0.053 0.6D-0:7E.: 11.554 4.121 Bottom 3.240 Min. Percent 3,600 221.921 0.052 0.6D-0.7.E ' • , .. 11.395 4.140 Bottom 3.240 Min. Percent . 3.600 221.921 0.051 0.6D-0.1E" 11.227 4.160 Bottom 3.240 Min. Percent 3.600 221.921 0.051 0.6D-O.?E 11.052 4.179 Bottom 3.240 Min. Percent 3.600 221,921 0.050 0.6D-0.7E 10.867 4.198 Bottom 3.240 Min. Percent 3.600 22-t~i1 0.049 0.6D-0.7E 10.674 4.218 Bottom 3.240 Min. Percent , ~.eoo.; , . • _. ·2'11:9 .1 0.048 0.6D-0.7E 10.472 4.237 Bottom 3.240 ~in. PG~nt. · '3'.&\g. , ' ·--12t:921 0.047 0.6D-0.7E 10.262 4.256 Bottom ;--3.2"4,0 . · .. [h. P~rceii\ . '3)60. ·· I , • 221:!}21 0.046 0.6D-O.?E , 10.043 4.276 80ttom •. 3.'24Q·. , • , ~-ill. Piyer-tt • 3.600 221.921 0.045 0.6D-0.?E 9.816 4:295 . B<l~tom•' ; . ~ • 1~0 ,. . in; Pe cent 3.600 221.921 0.044 0.6D-O.?E 9.582 ,• )'4,314 'BO tQm , ·__-.·, 13:240' Min. Percent 3,600 221.921 0.043 0.6D-0.7E :1)~49· • • • .-1:salt •. aotiotn-• •• 3.240 Min. Percent 3.600 221.921 0.042 0.6D-0.?E ,-( t"• I • .. 9,1~8 . 4:353 Bottom 3.240 Min. Percent 3.600 221.921 0.041 0.6D-0.?E • S:,8 , 4.372 Bottom 3.240 Min. Percent 3.600 221 .921 0.040 0.6D-0.7E . ' . 8.665 4.392 Bottom 3.240 Min. Percent 3.600 221.921 0.039 0.6D-0.?E / 8.442 4.411 Bottom 3.240 Min. Percent 3.600 221.921 0.038 0.6D-0.7E 8.222 4.430 Bottom 3.240 Min. Percent 3.600 221.921 Q.037 0.6D-0.7E 8,004 4.450 Bottom 3.240 Min. Percent 3.600 .. 221-:g:2:1 CW36 0.6D-0.7E 7.789 4.469 Bottom 3.240 Min. Percent· 3;600 ·22.,1..9~.1 .Q..035 0.6D-0.7E 7.576 4.488 Bottom 3.240 Min. Per.cent . J:~~-221.'921 0.034 0.6D-0.7E 7.366 4,508 Bottom 3..i~o ,Mill\ Percent • 221.921 0.033 0.6D-0.7E 7.158 4.527 Bottom ,3,2'40. . ·t,1in. Percent 3.600 221.921 0.032 0.6D-0.7E 6.954 4.546 .Bolfom 3.24.0 -Min. Percent 3.600 221.921 0.031 0.6D-O.?E 6.751, .f,5()6. ~Uom 3.240 Min. Percent 3.600 221.921 . 0.030 0.6D-0.?E tl,552. 4.5!35 Bottom 3.240 Min. Percent 3.600 221.921 0.030 0.6D-0.?E ., • ~.45~·-. '·4,505· Bottom 3.240 Min. Percent 3.600 221.921 0.029 0,60-0.?E ,1,61 .. 4.624 Bottom 3.240 Min. Percent 3.600 221.921 0.028 0.6D-0:7E 5.970 4.643 Bottom 3.240 Min. Percent 3.600 , 221.921 0.027 0.61),0.7-E 5.781 4.663 Bottom 3.240 Min. Percent 3.600 221.921 0.026 0.60-t7E 5.595 • 4.682 Bottom 3.240 Min. Percent 3.600 221.921 0.025 0.6D-0.7E 5.412 4.701 Bottom 3,240 Min. Percent 3.600 2½1..921 0.024 0.6D-0.7E 5.231 4.721 Bottom 3.240 Min. Percent 3.600-, 2 1'.·9Z1 0.024 0.6D-0.7E 5.054 4.740 Bottom 3.240 Min. Pe(cenl. 3,QOO 2?,L9Z.1-0.023 0.6D-0.7E 4.879 4.759 Bottom 3.240 ~ln.Pe~n : • 3.600: 221.'921 0.022 0.6D-0.7E 4.707 4.779 Bottom 3.240 Mii'!. P!3 cent 3':600 . 221.921 0.021 0.6D-0.7E 4,537 4.798 Sii!t9m 3.240 Mi!\-.. Percent 3.600 221.921 0.020 0.6D-O.?E 4.371 4,817· Bottom 3,240' Mfn. Percenf 3.600 221.921 0.020 0.6D-0.7E 4.20& 41)37 · · BQ!fom 3.240 Min. Percent 3.600 221.921 0.019 0,6D-0.?E 4.047 ,1',8$6 BoUon'l· 3.240 Min. Percent 3.600 221.921 0.018 0.6D-0.7E 3.889 4,875 Bottom 3.240 Min. Percent 3.600 221.921 0.018 0.6D-0.7E 3.734 4.895 Bottom 3.240 Min. Percent 3.600 221.921 0.017 0.6D-0.7E ' 3.582 4.914 Bottom 3.240 Min. Percent 3.600 221.921 0.016 0.6D-0.?E 3.433 4.933 Bottom 3.240 Min. Percent 3.600 221.921 0.015 0.6D-0.7E 3.287 4.953 Bottom 3.240 Min. Percent 3.600 221.921 0.015 0.6D-0.7E 3.144 4.972 Bottom 3.240 Min. Percent 3.600. 221,92-1. 0.014 0.6D-0.7E 3.004 4.991 Bottom 3.240 Min. Percent 3.6CiO·. . 221.~21 0.014 0.6D-O.?E 2.867 5.011 Bottom 3.240 Min. Percent 3:60Q 22t.92l 0.013 0.6D-O.?E 2.732 5,030 Bottom ~,240 Mhi, R'erci3°nt 3:6QO,. .221.921 0.012 0.6D-O.?E 2.601 5,049 Bottom-, 3.240 Min: ReFCerit, 3:600 . 221.921 0.012 0.6D-0.7E 2.473 .. (i,069. . J3Qtto1Ti • 3,240 Mi/1; Percent' 3.600 221.921 0.011 0.6D-O.?E . , 2,.348 .5:088' Bottbm . 3';240 Min. Percent 3.600 221.921 O.Q11 0.6D-0.7E 2.i26 • • 5.l08 • Bottom·· 3.240 Min. Percent 3,600 221.921 0.010 0.6D-0.78 • 2,1m 5.'127 Bottom 3.240 Min. Percent 3.600 221.921 0.009 0.6D-0.7E· I J 1.991 5.146 Bottom 3.240 Min. Percent 3.600 221.921 0.009 0.6D-O.?E / 1.879 5.166 Bottom 3.240 Min. Percent 3.600 221.921 0.008 0.6D-0.?E 1.769 5.185 Bottom 3.240 Min. Percent 3.600 221.921 0.008 C<>m_bined Footing o.e.slg:n . , . Description : Combined Footing for HM Electronics Footing Flexure • Maximum Values for Load Combination Distance Tension Governed Load Combination ... Mu from left Side As Req'd b~ Ai;.tuatAs . ••. -p~i~Mo Mu/ PhiMn 0.60-0.7E 1.663 5.204 Bottom 3,?4-~ Min. l?.EJrcent; .. '~ ·3:'.600 •. l~;:~~~ 0.007 0.60-0.7E 1.560 5.224 Bottom , --. 3.24 , .. MMin, Percent _ . 8:6QO-.. 0.007 0.60-0.7E 1.461 5.243 Bottom , -~-~4.b • .i11. Percent ·3.600 221.921 0.007 0.60-0.7E 1.366 5.262-B(;)llom -.3: 40 ,. • Miri. Petcent 3.600 221.921 0.006 0.60-0.7E 1,27.3 · '. S:.282, , Bp\tom 3:240 Min. Percent 3.600 221.921 0.006 0.6D-0.7E -u~f -. 5.80,j Bottom 3.240 Min. Percent 3.600 221.921 0.005 0.60-0.7~. .. '5:320 -Bottom 3.240 Min. Percent 3.600 221.921 0.005 0.60-0.76: -1:014·· 5.340 Bottom 3.240 Min. Percent 3.600 221.921 0.005 0.60-0:lE ·• 0.934 5.359 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.60-0.?E • 0.857 5,378 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.60-0.?E 0.783 5.398 Bottom 3.240 Min. Percent 3.600 221.921 0.004 0.60-0.7E 0.712 5.417 Bottom 3.240 Min. P.ercent 3.600 221.921 0.003 0.60-0.7E 0.644 5.436 Bottom 3.240 Min. Percent 3.600 . nt-9i1 0.003 0.60-0.7E 0.579 5.456 Bottom 3.240 Min. Pen;ent-. : .. ~.000.;,: ·, __ .-~erna1 0.003 0.60-0.7E 0.518 5.475 Bottom 3.240 ~in. P~r~_nt ·, • · '3_'6QQ. -; I ', ·:,22-1;921 0.002 0.60-0.7E 0.460 5.494 Bottom -,--3.2\0 ,. • .. {n. P~~l'l(. • .._ • :3Jsqa . , • 22"1.921 0.002 0.60-0.7E 0.405 5.514 Bottom • aj4Q; ,··., ·~!~: P ~nt' .: • "3.600 221.921 0.002 0.6D-0.7E o.354 . 5~~3 . , 9p~~m , : •. • 3,2~0, '-., Mm, Percent 3.600 221.921 0.002 0.60-0.7E O}Q6. ,·. p.55~ • ··.BOtlc\[l), ·.·<·., 3:'240" Min. Percent 3.600 221.921 0.001 0.60-0.7E . • . o~6.1' •. " :5.Q72 .B.otfotn • 3.240 Min. Percent 3.600 221,921 0.001 0.60-0.?E , ,, ..... , ,. 'r ,_ 1. ·_ . o,.~-. . . • · . 5Jl91' Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.60-0.?E •. . 0,18 5.611 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.60-0.?E ') 0.1 48 5.630 Bottom 3.240 Min. Percent 3.600 221.921 0.001 0.60-0.7E ' 0.117 5.649 Bottom 3.240 Min .. Percent 3.600 221.921 0.001 ; 0.6D-0.7E 0.090 5.669 Bottom 3.240 Min. Percent 3.600 . 221 .921 0.000 0.60-0.7E 0.066 5.688 Bottom 3.240 Min. Percent 3.600 :-~1-:~2l · .• 0',000 0.60-0.7E 0.046 5.707 Bottom 3.240 Min. Per.cent· • 3:609 • --'22\9Z.1 0.000 0.60-0.7E 0.030 5.727 Bottom 3.240 Min. Per.c'eni I 3.6~0 • 221.'921-0.000 0.6D-0.?E 0.017 5.746 Bottom 3.2~0-• .Mih, Percenf "°8'.6 0 . , 221.921 0.000 0.60-0.?E 0.007 5.765 -Bottom , .. ).2'~0 •. ·~in. Percent. '3.600 221.921 0.000 0.6D-0.7E 0.002 5?8~ ·.Bti>ltoi:n ., 3.240. • Mhi·. Percent 3.600 221.921 0.000 0.6D-0.?E 0.000 .. 5.80 . 0 ; • -0.000 0 0.000 0.000 0.000 One Way Shear Punching Shear Load C9.mbinaU,oil .... Ph1Yri< vu@Cof #1 vu@Col#2 PhiVn vu@Cof #1 vu@Cof #2 +t.400 .• .. , 75.00 psi 0.94 psi 0.94 psi 150.00 psi 0.17psl 0.17psi +1 :20Q~.50L~+1,60L;..1·:60H 75.00 psi 5.28 psi 5.28 psi 150.00 psi 3.04psi 3.04 psi +1.20D+t'60Lr+0.850L 75.00 psi 3.19 psi 3.19 psi 150.00 psi 1.55psi 1.55 psi +1.20D+0.850L +0.20S+E 75.00 psi 10.67 psi 12.88 psi 150.00 psi 4.33psi 5.96 psi +1.20D+0,850L +0.20S-1.0E 75.00 psi 4.30 psi 19.26 psi 150.00 psi . M?psi 9.05 psi +0.90D+0.2250L +E+1.60H 75.00 psi 7.49 psi 16.07 psi 190.0lfos(· , ~s-.1.apsl 6.81 psi +0.90D+0.2250L-1.0E+1.60H 75.00 psi 7.53_psi 16.02 pst. 1'~0.'00,{!s,i 6".57psl 8.25 psi ' .... • ' ! I I ! I I ! i i I i I ' ! I I ! I CBC2022-0372 2848 WHIPTAIL LOOP HME ELECTRONICS: COM-Tl (1.453 SF) STRUCTURAL INSTALL LOGIMAT MACHINERY UPDATE GEOTECHNICAL REPORT HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK-LOTS 18 AND 19 CARLSBAD, CALIFORNIA =i PREPARED FOR -< HAMANN CONSTRUCTION EL CAJON, CALIFORNIA 2091202100 4/14/2023 NOVEMBER 23, 2015 PROJECT NO. 06442-32-22 CBC2022-0372 GEOCON INCORPORATED GEOTECHNIC Project No. 06442-32-22 November 23, 2015 Hamann Construction 1000 Pioneer Way AL ■ ENVIRONMENTAL ■ MATERIAL~o El Cajon, California 92020 Attention: Subject: Ms. Linda Richardson UPDATE GEOTECHNICAL REPORT HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK-LOTS 18 AND 19 CARLSBAD, CALIFORNIA Dear Ms. Richardson: In accordance with your request, and our Proposal No. LG-15227, revised August 12, 2015, we have prepared this update geotechnical report for the continued development of the subject lots in the Carlsbad Oaks North Business Park. The accompanying report presents our conclusions and recommendations pertaining to the geotechnical aspects of project development. We understand the proposed project includes fine grading the existing sheet-graded pads to support a two-story office, manufacturing and warehouse building with associated improvements. Based on the results of this study, it is our opinion that the subject lots can be developed as planned, provided the recommendations of this report are followed. If there are any questions regarding this update report, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED ~~- Emilio Alvarado- RCE 66915 EA:DBE:drnc (3/del) Addressee 6960 Flanders Drive ■ San Diego, California 92121-2974 ■ Telephone 858.558.6900 ■ Fax 858.558.6159 TABLE OF CONTENTS I. PURPOSE AND SCOPE ................................................................................................................. I 2. PREVIOUS SITE DEVELOPMENT .............................................................................................. 2 3. SITE AND PROJECT DESCRIPTION .......................................................................................... 2 4. SOIL AND GEOLOGIC CONDITIONS ........................................................................................ 3 4.1 Compacted Fill (Qcf and Que) .............................................................................................. 3 4.2 Granitic Rock (Kgr) .............................................................................................................. 4 5. GROUNDWATER .......................................................................................................................... 4 6. GEOLOGIC HAZARDS ................................................................................................................. 4 6.1 Faulting ................................................................................................................................. 4 6.2 Seismicity-Deterministic Analysis ........................................................................................ 5 6.3 Seismicity-Probabilistic Analysis .......................................................................................... 5 6.4 Landslides .............................................................................................................................. 6 6.5 Liquefaction and Seismically Induced Settlement ................................................................ 6 6.6 Tsunamis and Seiches ........................................................................................................... 6 7. CONCLUSIONS AND RECOMMENDATIONS .......................................................................... 7 7.1 General .................................................................................................................................. 7 7 .2 Soil Excavation and Characteristics ...................................................................................... 8 7.3 Subdrains ............................................................................................................................. 10 7.4 Grading Recommendations ................................................................................................. I 0 7.5 Slopes .................................................................................................................................. 12 7.6 Seismic Design Criteria ....................................................................................................... 13 7.7 Foundation and Concrete Slab-On-Grade Recommendations ............................................ 14 7 .8 Preliminary Pavement Recommendations -Rigid .............................................................. 17 7.9 Retaining Walls and Lateral Loads Recommendations ....................................................... 19 7.10 Infiltration Basins and Bioswales ........................................................................................ 21 7.11 Site Drainage and Moisture Protection ............................................................................... 22 7.12 Slope Maintenance .............................................................................................................. 23 7. 13 Grading, Foundation, and Retaining Wall Plan Review ..................................................... 23 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure I, Vicinity Map Figure 2, Geologic Map (Map Pocket) Figure 3, Geologic Cross Sections A-A' and B-B' (Map Pocket) Figure 4, Wall/Column Footing Dimension Detail Figure 5, Retaining Wall Drainage Detail APPENDIX A INFILTRATION TESTING APPENDIXB SELECTED LABORATORY TESTING (prepared by Geocon Incorporated, 2007) APPENDIXC RECOMMENDED GRADING SPECIFICATIONS UPDATE GEOTECHNICAL REPORT 1. PURPOSE AND SCOPE This report presents the results of an update geotechnical study for the proposed ultimate development of Lots 18 and 19 located in the Carlsbad Oaks North Business Park in Carlsbad, California (see Vicinity Map, Figure 1). The purpose of this report was to evaluate the soil and geologic conditions on site and provide specific geotechnical recommendations pertaining to the development of the property as proposed. The scope of our study included a site visit to observe whether the lots are essentially the same as it was upon the completion of mass grading and reviewing the following reports and plan specific to the project: I. Final Report of Testing and Observation Services During Construction of Site Improvements, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated December 22, 2008 (Project No. 06442-32-14). 2. Final Report of Testing and Observation Services During Site Grading, Carlsbad Oaks North Business Park -Phase 2 (Phase 2-Lots 13 through 19; Phase 3-Lots 20 through 25 and Lot 27), Carlsbad, California, prepared by Geocon Incorporated, dated December 11, 2007 (Project No. 06442-32-13). 3. Supplemental Trenching and Rippability Study, Carlsbad Oaks North Business Park, Phase 2, Carlsbad, California, prepared by Geocon Incorporated, dated September 18, 2006 (Project No. 06442-32-11). 4. Update Geotechnical Investigation, Carlsbad Oaks North Business Park and Faraday Avenue Of/site, Carlsbad, California, prepared by Geocon Incorporated, dated October 21, 2004 (Project No. 06442-32-03). 5. Preliminary Grading Plan, High-Tech, Whiptail Loop, Carlsbad, California, prepared by REC-Consultants, Inc., PDF copy received November 10, 2015. We also performed testing in select areas of the sheet-graded pads between August 26, and October 1, 2015, to evaluate infiltration characteristics of the existing compacted fill and granitic bedrock. We provided the infiltration test results to REC Consultants, the project civil engineer, for their use in design of Low Impact Development (LID) systems. The details and results of the of the infiltration testing are presented in Appendix A. The descriptions of the soil and geologic conditions and proposed development described herein is based on review of the referenced reports and plan, and observations made during mass grading operations for Lots 18 and 19 of the Carlsbad Oaks North Business Park development. Additional references reviewed to prepare this report are provided in the List of References. Project No. 06442-32-22 -I -November 23, 2015 2. PREVIOUS SITE DEVELOPMENT Mass grading of Lots 18 and 19 was performed in conjunction with the compaction testing and observation services of Geocon Incorporated. Test results as well as professional opinions pertaining to grading of the lots are summarized in the referenced geotechnical report (Reference No. 2). Pertinent laboratory tests performed on selected soil samples collected during grading are presented in Appendix B of this report. Subsequent to the grading operations, storm drain systems associated with the three temporary desilting basins were constructed along the southern margins of the lots. We provided testing and observation services during trench backfill operations. Our test results are presented in Reference No. 1. 3. SITE AND PROJECT DESCRIPTION Lots 18 and 19 consist of previously sheet-graded vacant lots. The lots are bound by Whiptail Loop to the south, Lot 20 to the west, Lot 17 to the east and undeveloped land to the north. The existing as-graded condition of the lots consists of compacted fill and granitic rock exposed at grade. Ascending and descending slopes are located along the perimeter of the lots. Cut and fill slopes inclined at 2: 1 (horizontal:vertical) or flatter, were constructed with a maximum height of approximately 30 feet. Topographically, the sheet-graded pads generally slope from northeast to southwest. The approximately east half of Lot 18 slopes northwest to southeast. Elevations vary from approximately 497 feet above Mean Sea Level (MSL) to approximately 480 feet MSL. Existing improvements within the lot consist of a storm drain system that was constructed as part of the overall Carlsbad Oaks North Bu,siness Park -Phase 2 improvement construction. The slopes are landscaped with shrubs and trees with an active irrigation system to water the existing vegetation. Sparse low lying grass/weeds are spread across the pad portion of the lot. We understand that the proposed development will consist of grading the lots to accommodate a two- story, concrete tilt-up building with associated underground and surface improvements. We anticipate that the structure will be founded on conventional continuous, isolated spread foundations or appropriate combinations thereof with slab-on-grade. The driveway traffic is anticipated to consist of cars/light trucks, and heavy truck traffic. Fine grading is expected to consist of cuts and fills generally less than five feet to create the level building pads and driveways. Retaining walls consisting of concrete masonry unit (CMU) with maximum height of approximately four feet are also planned along the north margin of the pad. Project No. 06442-32-22 -2 -November 23, 2015 Proposed development includes constructing Low Impact Development (LID)/bio-retention systems for storm water. We understand that some of these systems will be lined with an impermeable liner (no infiltration) and others unlined (infiltration). The descriptions contained herein are based upon the site reconnaissance and, a review of the referenced reports and plan. If project details vary significantly from those outlined herein, Geocon Incorporated should be notified for review and possible revisions to this report prior to final design submittal. 4. SOIL AND GEOLOGIC CONDITIONS Compacted fill and granitic bedrock underlie the site. Granitic bedrock is exposed at the surface in the perimeter slope areas. These units are described below and their approximate lateral extent is shown on the Geologic Map (Figure 2) and the Geologic Cross Section Map (Figure 3). 4.1 Compacted Fill (Qcf and Que) Compacted fill (Qcf) was placed across the building pads of both lots during previous grading operations. The fill is underlain by granitic rock and generally consists of a 5-foot-thick cap of soil with some 6-inch-minus rock across all of Lot 18 and the eastern one-half of Lot 19. Thicker fill with rock fragments up to 12 inches in size were placed below the 5-foot-thick soil cap in the western one- half of Lot 19. Rocks larger than 12 inches in length and, generally between 2 to 4 feet in maximum dimension were placed at least IO feet below finish sheet grade in the western half of Lot 19. In some instances, larger boulders were individually placed in the deeper fill areas. The outer approximately 15 feet of embankment slopes consist of soil fill with 6-inch-minus rock and occasional 12-inch material. The presence of oversize rock should be considered during fine grading and where below- grade improvements (i.e., sewer, storm lines) are proposed in areas deeper than five feet below existing grade. During previous grading operations, areas of the pad where bedrock was exposed at grade or located within five feet of finish grade were undercut a minimum of five feet below finish sheet-grade and replaced with compacted fill. In these areas (mapped as Que), bedrock should be expected at a depth of five feet below existing grade. The potential for hard rock and rock rippability difficulties should be considered for excavations extending deeper than five feet. Fill materials placed during mass grading operations generally consist of silty sands, and mixtures of angular gravel and boulders generated from blasting operations in granitic rock. Soils consisting of sandy clays were placed in deeper fill areas. Based on information presented in Reference No. 2, the fill is compacted to at least 90 percent of the laboratory maximum dry density at or slightly above the optimum moisture content in accordance with ASTM D 1557. Excluding the upper approximately Project No. 06442-32-22 -3 -November 23, 2015 one foot, the compacted fill is suitable for support of additional fill and/or structural loading. The upper one foot will require processing as part of further development. 4.2 Granitic Rock (Kgr) Cretaceous-age, granitic basement rock of the Southern California Batholith underlies the compacted fill and, is exposed at grade in slope areas. Based upon our observations during previous mass grading, and experience with similar geologic conditions in the area, the rock materials exhibit a variable weathering pattern ranging from completely weathered decomposed granite to fresh, extremely strong hard rock that required blasting to excavate. Excavations that expose moderately to fresh bedrock will encounter difficult ripping conditions and may require blasting techniques to achieve excavation. The granitic unit exhibits adequate bearing and slope stability characteristics. The soils derived from excavations within the decomposed granitic rock are expected to consist of very low to low expansive (Expansion Index [EI] :S 50), silty, medium-to coarse-grained sands. It should be anticipated that excavations within the bedrock will generate boulders and oversize materials (rocks >12 inches) that will require special handling and placement as recommended hereinafter. Oversize rock fragments may also require exportation from the site due to available fill volume. 5. GROUNDWATER Groundwater was not observed during mass grading operations or during recent field work. Groundwater is not anticipated to impact proposed project development, however, perched water conditions may develop following periods of heavy precipitation or prolonged irrigation. In the event that surface seeps develop, shallow subdrains may be necessary to collect and convey the seepage to a suitable outlet facility. 6. GEOLOGIC HAZARDS 6.1 Faulting Based on field observations made during previous grading operations, review of published geologic maps, and previous geotechnical reports; the subject lots are not located on any known active or potentially active fault traces as defined by the California Geological Survey (CGS). A minor fault/fracture was identified in the slope along the northwest comer of Lot 18, however, this feature was determined to be inactive. Project No. 06442-32-22 -4-November 23, 2015 6.2 Seismicity-Deterministic Analysis We used the computer program EZ-FRISK (Version 7.65) to detennine the distance of known faults to the site and to estimate ground accelerations at the site for the maximum anticipated seismic event. According to the computer program EZ-FRISK (Version 7.65), six known active faults are located within a search radius of 50 miles from the site. We used acceleration attenuation relationships developed by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in our analysis. Table 6.2 lists the estimated maximum earthquake magnitude and peak ground acceleration for faults in relationship to the site location calculated for Site Class D as defined by Table 1613.3.2 of the 2013 California Building Code(CBC). TABLE 6.2 DETERMINISTIC SPECTRA SITE PARAMETERS Maximum Peak Ground Acceleration Distance Fault Name from Site Earthquake Boore-Campbell-Chiou- (miles) Magnitude Atkinson Bozorgnia Youngs (Mw) 2008 (g) 2008 (g) 2007 (g) Newport-Inglewood/Rose Canyon 8 7.5 0.28 0.24 0.31 Rose Canyon 8 6.9 0.24 0.22 0.25 Elsinore 20 7.85 0.22 0.15 0.20 Coronado Bank 24 7.4 0.17 0.12 0.14 Palos Verdes Connected 24 7.7 0.19 0.13 0.16 Earthquake Valley 39 6.8 0.10 0.06 0.06 San Joaquin Hills 40 7.1 0.11 0.09 0.08 Palos Verdes 40 7.3 0.12 0.08 0.08 San Jacinto 45 7.88 0.13 0.09 0.11 Chino 50 6.8 0.07 0.05 0.04 6.3 Seismicity-Probabilistic Analysis We performed a probabilistic seismic hazard analysis using the computer program EZ-FRJSK. The program operates under the assumption that the occurrence rate of earthquakes on each mapped Quaternary fault is proportional to the fault slip rate. The program accounts for earthquake magnitude as a function of rupture length. Site acceleration estimates are made using the earthquake magnitude and distance from the site to the rupture zone. The program also accounts for uncertainty in each of following: (1) earthquake magnitude, (2) rupture length for a given magnitude, (3) location of the rupture zone, (4) maximum possible magnitude of a given earthquake, and (5) acceleration at the site Project No. 06442-32-22 -5 -November 23, 2015 from a given earthquake along each fault. By calculating the expected accelerations from considered earthquake sources, the program calculates the total average annual expected number of occurrences of site acceleration greater than a specified value. We utilized acceleration-attenuation relationships suggested by Boore-Atkinson (2008) NGA USGS 2008, Campbell-Bozorgnia (2008) NGA USGS 2008, and Chiou-Youngs (2007) NGA USGS 2008 in the analysis. Table 6.3 presents the site-specific probabilistic seismic hazard parameters including acceleration-attenuation relationships and the probability of exceedence. TABLE 6.3 PROBABILISTIC SEISMIC HAZARD PARAMETERS Peak Ground Acceleration Probability of Exceedence Boore-Atkinson, Campbell-Bozorgnia, Chiou-Youngs, 2008 (g) 2008 (g) 2008 (g) 2% in a 50 Year Period 0.50 0.40 0.47 5% in a 50 Year Period 0.38 0.31 0.35 I 0% in a 50 Year Period 0.30 0.24 0.26 While listing peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic design, including frequency and duration of motion and soil conditions underlying the site. Seismic design of the structures should be evaluated in accordance with the California Building Code (CBC) or City of Carlsbad guidelines. 6.4 Landslides No landslides were encountered within the site or mapped within the immediate areas influencing the project development. The risk associated with landslide hazard is very low. 6.5 Liquefaction and Seismically Induced Settlement The risk associated with liquefaction and seismically induced settlement hazard at the subject project is very low due to the existing dense compacted fill and very dense nature of the granitic bedrock, and the lack of a permanent, shallow groundwater table. 6.6 Tsunamis and Seiches The risk associated with tsunamis and seiches hazard at the project is very low due to the large distance from the coastline and the absence of an upstream body of water. Project No. 06442-32-22 -6 -November 23, 2015 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 No soil or geologic conditions were encountered during our evaluation of the subject site that would preclude the development of the property as presently planned provided the recommendations of this report are followed. 7 .1.2 The existing compacted fill soils and granitic rock are considered suitable for support of additional fill or structural loads. In areas where fill is required to achieve ultimate grade, or proposed excavations are less than one foot, the upper one foot of existing ground surface should be scarified, moisture conditioned, and compacted prior to placing fill. 7.1.3 Depending on the time of year that fine grading is performed, wet to saturated soil conditions may be encountered, especially in the temporary detention basins. Wet soils, if encountered, will need to be dried or mixed with dryer soil to facilitate proper compaction. 7.1 .4 Future grading and, construction of utilities and foundations will likely encounter and generate some rock fragments greater than six inches. Excavations for improvements in fill areas that extend through the 5-foot-thick soil cap in bedrock undercut areas (see Figure 2) and extend more than IO feet in deeper fill areas, such as sewer lines, will likely encounter hard granitic rock and generate rock fragments greater than 12 inches. Excavation difficulties should be anticipated. 7 .1.5 Possible blasting or rock breaking may be required for excavations that extend into fresh or less weathered granitic bedrock. Core stones or oversize material may also be generated that will require special handling and fill placement procedures. The potential for these conditions should be taken into consideration when determining the type of equipment to utilize for future excavation operations. Due to the absence of large areas of available fill volume, it is unlikely that the oversize material could be placed as compacted fill during the grading operation; hence, the oversize material may require exportation. 7.1.6 Proposed grading along the eastern portion of the development consists of excavating and removing the existing compacted fill. This condition could result in a fill to bedrock transition within the foundation zone along the east portion of the planned condition structure (see Figure 2) based on a review of the site plan, proposed finish grade for the two-story building, and existing underlying fill geometry. This area should be evaluated during grading and, if encountered, the cut portion of the building pad should be undercut as recommended in Section 7.4. Project No. 06442-32-22 -7 -November 23, 2015 7.1.7 Unlined bio-retention systems are planned within the parking lot. These systems will infiltrate storm water runoff into the compacted fill or underlying bedrock. Settlement sensitive improvements should not be constructed adjacent to these systems. The adjacent pavement areas may undergo some distress due to saturation of the supporting fills. 7.1.8 The on-site geologic units have permeability characteristics and/or fracture systems that are conducive to water transmission, natural or otherwise (e.g., rain, landscape irrigation), and may result in future seepage conditions. It is not uncommon for groundwater or seepage conditions to develop where none previously existed, particularly after landscape irrigation is initiated. The occurrence of induced groundwater seepage from landscaping can be greatly reduced by implementing and monitoring a landscape program that limits irrigation to that sufficient to support the vegetative cover without over watering. Shallow subdrains may be required in the future if seeps occur after rainy periods or after landscaping is installed. 7.2 Soil Excavation and Characteristics 7.2.1 Excavations within the compacted fill areas (upper zones consisting of6 and 12-inch minus rock) should generally require light to moderate effort to excavate using conventional heavy-duty grading and trenching equipment. Excavations advanced into granitic rock and/or into oversize rock areas will require heavy to very heavy effort with possible blasting if fresh granitic rock is encountered. 7.2.2 Testing during the mass grading operations indicate that the prevailing soils within three feet of grade have an Expansion Index (EI) less than 20 and are defined as "non-expansive" by 2013 California Building Code (CBC) Section 1803.5.3. Pertinent laboratory test results performed during previous mass grading operations are presented in Appendix B, Table B-IIL Table 7.2.1 presents soil classifications based on the EI per ASTM D 4829. We expect the majority of the on-site soils possess a very low expansion potential. Geocon Incorporated will perform additional expansion index testing after completion of fine grading operations to evaluate the expansion potential of material present within the upper approximately three feet of ultimate design fmish elevation. Project No. 06442-32-22 -8 -November 23, 2015 TABLE 7.2.1 SOIL CLASSIFICATION BASED ON EXPANSION INDEX ASTM D4829 Expansion Index (El) Soil Classification 0-20 Very Low 21 -50 Low 51 -90 Medium 91-130 High Greater Than 130 Very High 7 .2.3 Laboratory testing on soil samples collected during mass grading was also performed to evaluate water-soluble sulfate content. Table B-IV, Appendix B summarizes the laboratory test results. Based on the test results, the on-site soils at the locations tested possess a "Not Applicable" ("SO") sulfate exposure to concrete structures as defined by 20 I 3 CBC Section 1904 and ACI 318 Sections 4.2 and 4.3. We recommend that guidelines presented in the CBC and ACI be followed in determining the type of concrete to be used. Table 7 .2.2 presents a summary of concrete requirements set forth by the CBC and ACI. The presence of water-soluble sulfates is not a visually discernible characteristic; therefore, other soil samples from the site could yield different concentrations. Additionally, over time landscaping activities (i.e., addition of fertilizers and other soil nutrients) may affect the concentration. Based on the discussion above and during fine grading operations, additional soil sampling and testing should be performed on fill soils located near finish pad grade to evaluate water-soluble sulfate content. TABLE 7.2.2 REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATE-CONTAINING SOLUTIONS Water-Soluble Maximum Minimum Sulfate Exposure Sulfate Cement Water to Compressive Exposure Class Percent Type Cement Ratio Strength (psi) by Weight by Weight Negligible so 0.00-0.10 ----2,500 Moderate SI 0.10-0.20 II 0.50 4,000 Severe S2 0.20-2.00 V 0.45 4,500 Very Severe S3 >2.00 V+Pozzolan 0.45 4,500 or Slag Project No. 06442-32-22 -9 -November 23, 2015 7.2.4 Geocon Incorporated does not practice m the field of corros10n engineering. If improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 7.3 Subdrains 7.3.1 No new subdrains are expected considering the limited fill depth that is planned for fine grading operations. 7.4 Grading Recommendations 7.4.1 Grading should be performed in accordance with the Recommended Grading Specifications contained in Appendix C. Where the recommendations of Appendix C conflict with this section of the report, the recommendations of this section take precedence. 7.4.2 Prior to commencing grading, a preconstruction conference should be held at the site with the owner or developer, grading contractor, civil engineer, and geotechnical engineer in attendance. Special soil handling and/or fine grading plans can be discussed at that time. 7.4.3 Grading should be performed in conjunction with the observation and compaction testing services of Geocon Incorporated. Fill soil should be observed on a full-time basis during placement and, tested to check in-place dry density and moisture content. 7 .4.4 Site preparation should begin with the removal of all deleterious material and vegetation in areas of proposed grading. The depth of removal should be such that soil exposed in cut areas or soil to be used as fill is relatively free of organic matter. Material generated during stripping and/or site demolition should be exported from the site. 7.4.5 Loose or soft accumulated soils in the temporary detention basins will need to be removed and compacted prior to filling the basin. Abandoned storm drain pipes associated with the temporary basins should be removed and the resulting excavation backfilled in accordance with the recommendations presented herein. 7.4.6 Areas to receive fill should be scarified to a depth of at least 12 inches, moisture conditioned as necessary, and compacted to at least 90 percent relative compaction prior to placing additional fill. In areas where proposed cuts into existing fills are less than 12 inches, the resulting finish-grade soils should be scarified, moisture conditioned as necessary, and compacted to a minimum dry density of 90 percent of the laboratory maximum dry density. Near-surface soils may need to be processed to greater depths depending on the amount of drying or wetting that has occurred within the soils since the Project No. 06442-32-22 -IO -November 23, 2015 initial sheet grading operations. The actual extent of remedial grading should be determined in the field by the geotechnical engineer or engineering geologist. Overly wet surficial soils, if encountered, will need to be removed to expose existing dense, moist compacted fill or granitic rock. The wet soils will require drying and/or mixing with drier soils to facilitate proper compaction. 7.4. 7 After site preparation and removal of unsuitable soils as described above is performed, the site should then be brought to final subgrade elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill provided vegetation, debris and other deleterious matter are removed. Layers of fill should be no thicker than will allow for adequate bonding and compaction. Fill, including backfill and scarified ground surfaces, should be compacted to at least 90 percent of laboratory maximum dry density as determined by ASTM D 1557, at or slightly above optimum moisture content. The project geotechnical engineer may consider fill materials below the recommended minimum moisture content unacceptable and may require additional moisture conditioning prior to placing additional fill. 7.4.8 To reduce the potential for differential settlement, the cut portion of fill-cut transition areas should be over-excavated (undercut) a minimum of two feet below the lowest foundation element and replaced with compacted low expansive (Expansion Index [EI] .'.':50) soil fill predominately consisting of 6-inch-minus rock. Undercutting should also be considered to facilitate excavation of proposed shallow utilities beneath the buildings. Where not restricted by property line or existing improvements, the undercut should extend at least five feet horizontally outside the limits of the building footprint area and isolated spread footings located outside the building limits, if applicable. 7.4.9 For exterior shallow utilities (i.e., storm drain, sewer, dry utilities, water) that may be located deeper than five feet within previously undercut areas or granitic rock exposed at grade following planned grading, consideration should be given to performing exploratory excavations to evaluate the rippablility characteristics of the bedrock. This work should be performed during grading operations. The need to undercut granitic rock within the utility corridors should be determined based on the findings of the exploratory trenching. The undercuts, if needed, should extend at least one foot below the deepest utility. The excavations should be replaced with soil fill with 6-inch-minus rock fragments. 7.4.10 Rocks greater than six inches in maximum dimension should not be placed within three feet of finish grade. Rocks greater than 12 inches in maximum dimension should not be placed within the upper five feet of finish grade and three feet below the deepest utility. Placement of oversize rock should be performed in accordance with the recommendations Project No. 06442-32-22 -11 -November 23, 2015 7.4.11 in Appendix C. Some oversize rocks may need to be exported from the project due to limited fill volume. We recommend that excavations be observed during grading by a representative of Geocon Incorporated to check that soil and geologic conditions do not differ significantly from those anticipated. 7.4.12 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 7.4.13 Imported soils (if required), should consist of granular "very low" to "low" expansive soils (EI ,'.S50). Prior to importing the soil, samples from proposed borrow areas should be obtained and subjected to laboratory testing to check if the material conforms to the recommended criteria. The import soil should be free of rock greater than six inches and construction debris. Laboratory testing typically takes up to four days to complete. The grading contractor needs to coordinate the laboratory testing into the schedule to provide sufficient time to allow for completion of testing prior to importing materials. 7.5 Slopes 7.5.1 Slope stability analyses were previously performed on the 2: I slopes on the property for the overall Carlsbad Oaks North Business Park development (see referenced geotechnical reports). The deep-seated and surficial slope stability analyses where performed using the simplified Janbu analysis using average drained direct shear strength parameters based on laboratory tests performed during our previous geotechnical investigation. The results of the analysis indicate that cut and fill slopes have a factor-of-safety of at least 1.5 against deep seated and surficial instability for the slope heights proposed. 7.5.2 No new significant fill slopes are planned during this phase of grading. 7.5.3 All slopes should be landscaped with drought-tolerant vegetation having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion. Slope planting should generally consist of drought tolerant plants having a variable root depth. Slope watering should be kept to a minimum to just support the plant growth. Project No. 06442-32-22 -12 -November 23, 2015 7.6 Seismic Design Criteria 7.6.1 We used the computer program U.S. Seismic Design Maps, provided by the USGS. Table 7.6.1 summarizes site-specific design criteria obtained from the 2013 California Building Code (CBC; Based on the 2012 International Building Code [IBC] and ASCE 7- 10), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The short spectral response uses a period of0.2 second. The values presented in Table 7.6.1 are for the risk- targeted maximum considered earthquake (MCER)-Based on soil conditions and planned grading, the building structure should be designed using a Site Class D. We evaluated the Site Class based on the discussion in Section 1613.3.2 of the 2013 CBC and Table 20.3-1 of ASCE 7-10. TABLE 7.6.1 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2013 CBC Reference Site Class D Section 1613.3.2 MCER Ground Motion Spectral 1.033g Figure 1613.3.1(1) Response Acceleration -Class B (short), Ss MCER Ground Motion Spectral 0.402g Figure 1613.3.1(2) Response Acceleration-Class B (I sec), S, Site Coefficient, FA 1.087 Table 1613.3.3(1) Site Coefficient, F v 1.598 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.123g Section 1613.3.3 (Eqn 16-37) Response Acceleration (short), SMs Site Class Modified MCER Spectral 0.642g Section 1613.3.3 (Eqn 16-38) Response Acceleration (I sec), SM1 5% Damped Design Spectral 0.748g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), Sos 5% Damped Design Spectral 0.428g Section 1613.3.4 (Eqn 16-40) Response Acceleration (I sec), Sm 7.6.2 Table 7.6.2 presents additional seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-10 for the mapped maximum considered geometric mean (MCE0). Project No. 06442-32-22 -13 -November 23, 2015 TABLE 7.6.2 2013 CBC SEISMIC DESIGN PARAMETERS Parameter Site Class D ASCE 7-10 Reference Mapped MCEa Peak Ground 0.391g Figure 22-7 Acceleration, PGA Site Coefficient, F PGA 1.109 Table 11.8-1 Site Class Modified MCEa 0.434g Section 11.8.3 (Eqn 11.8-1) Peak Ground Acceleration, PGAM 7.6.3 Conformance to the criteria for se1srmc design does not constitute any guarantee or assurance that significant structural damage or ground failure will not occur in the event of a maximum level earthquake. The primary goal of seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. 7.7 Foundation and Concrete Slab-On-Grade Recommendations 7. 7. I The project is suitable for the use of continuous strip footings, isolated spread footings, or appropriate combinations thereof, provided the preceding grading recommendations are followed. 7. 7 .2 The following recommendations are for the planned two-story structure and assume that the grading will be performed as recommended in this report. Continuous footings should be at least 12 inches wide and should extend at least 24 inches below lowest adjacent pad grade and be founded on properly compacted fill. Isolated spread footings should be at least two feet square, extend a minimum of 24 inches below lowest adjacent pad grade, and be founded on properly compacted fill. A typical footing dimension detail is presented on Figure 4. 7. 7 .3 The use of isolated footings, which are located beyond the perimeter of the building and support structural elements connected to the building, are not recommended. Where this condition cannot be avoided, isolated footings should be connected to the building foundation system with grade beams. 7.7.4 The project structural engineer should design the reinforcement for the footings. For continuous footings, however, we recommend minimum reinforcement consisting of four No. 5 steel reinforcing bars, two placed near the top of the footing and two placed near the bottom. The project structural engineer should design reinforcement of isolated spread footings. Project No. 06442-32-22 -14 -November 23, 2015 7.7.5 The recommended allowable bearing capacity for foundations designed as recommended above is 2,500 pounds per square foot (psf) for foundations in properly compacted fill soil. This soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing of 4,000 psf. 7.7.6 The allowable bearing pressures recommended above are for dead plus live loads only and may be increased by up to one-third when considering transient loads such as those due to wind or seismic forces. 7. 7. 7 The estimated maximum total and differential settlement for the planned structure due to foundation loads is 1 inch and 3/4 inch, respectively over a span of 40 feet. 7.7.8 Building interior concrete slabs-on-grade should be at least five inches in thickness. Slab reinforcement should consist of No. 3 steel reinforcing bars spaced 18 inches on center in both directions placed at the middle of the slab. If the slabs will be subjected to heavy loads, consideration should be given to increasing the slab thickness and reinforcement. The project structural engineer should design interior concrete slabs-on-grade that will be subjected to heavy loading (i.e., fork lift, heavy storage areas). Subgrade soils supporting heavy loaded slabs should be compacted to at least 95 percent relative compaction. 7.7.9 The foundation design engineer should provide appropriate concrete mix design criteria and curing measures to assure proper curing of the slab by reducing the potential for rapid moisture loss and subsequent cracking and/or slab curl. We suggest that the foundation design engineer present the concrete mix design and proper curing methods on the foundation plan. The foundation contractor should understand and follow the specifications presented on the foundation plan 7. 7 .1 0 A vapor retarder should underlie slabs that may receive moisture-sensitive floor coverings or may be used to store moisture-sensitive materials. The vapor retarder design should be consistent with the guidelines presented in the American Concrete Institute's (ACI) Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials (ACI 302.2R-06). In addition, the membrane should be installed in accordance with manufacturer's recommendations and ASTM requirements, and in a manner that prevents puncture. The project architect or developer should specify the type of vapor retarder used based on the type of floor covering that will be installed and if the structure will possess a humidity controlled environment. Project No. 06442-32-22 -15 -November 23, 2015 7.7.11 7.7.12 7.7.13 The project foundation engineer, architect, and/or developer should determine the thickness of bedding sand below the slab. Typically, 3 to 4 inches of sand bedding is used in the San Diego County area. Geocon should be contacted to provide recommendations if the bedding sand is thicker than 6 inches. Exterior slabs not subject to vehicle loads should be at least 4 inches thick and reinforced with 6x6-W2.9/W2.9 (6x6-6/6) welded wire mesh or No. 3 reinforcing bars spaced at 24 inches on center in both directions to reduce the potential for cracking. The reinforcement should be placed in the middle of the slab. Proper positioning of reinforcement is critical to future performance of the slabs. The contractor should take extra measures to provide proper reinforcement placement. Prior to construction of slabs, the subgrade should be moisture conditioned to at least optimum moisture content and compacted to a dry density of at least 90 percent of the laboratory maximum dry density in accordance with ASTM 1557. To control the location and spread of concrete shrinkage and/or expansion cracks, it is recommended that crack-control joints be included in the design of concrete slabs. Crack- control joint spacing should not exceed, in feet, twice the recommended slab thickness in inches (e.g., 10 feet by 10 feet for a 5-inch-thick slab). Crack-control joints should be created while the concrete is still fresh using a grooving tool or shortly thereafter using saw cuts. The structural engineer should take criteria of the American Concrete Institute into consideration when establishing crack-control spacing patterns. 7.7.14 Ancillary structures, such as Concrete Masonry Unit (CMU) wall enclosures, can be supported on conventional foundations bearing entirely on properly compacted fill. Based on as-graded conditions, we do not anticipate that these structures will be founded on granitic rock or fill/bedrock transitions. Footings for ancillary structures should be at least 12 inches wide and extend at least 12 inches below lowest adjacent pad grade. The project structural engineer should design reinforcement of the foundations for these structures. The allowable soil bearing pressures presented in Section 7.8.5 are applicable for design of the foundation systems for ancillary structures. 7.7.15 The above foundation and slab-on-grade dimensions and minimum reinforcement recommendations are based upon soil conditions only, and are not intended to be used in lieu of those required for structural purposes. The project structural engineer should design actual concrete reinforcement. Project No. 06442-32-22 -16 -November 23, 2015 7. 7 .16 No special sub grade presaturation is deemed necessary prior to placement of concrete. 7.7.17 7.7.18 However, the slab and foundation subgrade should be moisture conditioned as necessary to maintain a moist condition as would be expected in any concrete placement. The recommendations of this report are intended to reduce the potential for cracking of slabs due to expansive soil (if present), differential settlement of existing soil or soil with varying thicknesses. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs-on-grade placed on such conditions may still exhibit some cracking due to soil movement and/or shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab comers occur. Geocon Incorporated should be consulted to provide additional design parameters as required by the structural engineer. 7.7.19 Foundation excavations should be observed by the geotechnical engineer (a representative of Geocon Incorporated) prior to the placement of reinforcing steel and concrete to check that the exposed soil conditions are consistent with those anticipated and that footings have been extended to appropriate bearing strata. If unanticipated soil conditions are encountered, foundation modifications may be required. 7.8 Preliminary Pavement Recommendations -Rigid 7.8.1 The following preliminary pavement design sections are based on our experience with soil conditions within the surrounding area and previous laboratory resistance value (R-Value) testing performed throughout the Carlsbad Oaks North Business Park development. The preliminary sections presented herein are for budgetary estimating purposes only and are not for construction. An R-Value of35 has been assumed. The final pavement sections will be provided after the grading operations are completed, subgrade soils are exposed and laboratory R-Value testing is performed on the subgrade soils. 7.8.2 The preliminary pavement section recommendations are for areas that will be used as passenger vehicle parking and, car/light truck and heavy truck driveways. We evaluated the rigid pavement sections consisting of Portland cement concrete (PCC) are based on methods suggested by the American Concrete Institute Guide for Design and Construction of Concrete Parking Lots (AC! 330R-08). The structural sections presented herein are in Project No. 06442-32-22 -17 -November 23, 2015 accordance with City of Carlsbad minimum requirements for private commercial/industrial developments. Table 7 .8 summarizes preliminary pavement sections. TABLE 7.8 PRELIMINARY PAVEMENT DESIGN SECTIONS Location PCC Section (inches) Automobile Parking Automobile/Light truck Driveways Heavy /Trash Truck Driveways/Fire Lane Heavy Truck Loading Apron Trash enclosure apron *City of Carlsbad minimums for Private Commercial/Industrial developments. 7.8.3 We used the following parameters in design of the PCC pavement: Modulus of subgrade reaction, k = 200 pci • Modulus of rupture for concrete, MR= 500 psi** Traffic Category= A, B, and C 5.0 6.0 7.0 7.0 7.5* Average daily truck traffic, ADTT = 10 (Cat A) and 25 (Cat B), 700 (Cat C) Reinforcing: No. 3 bars placed 24 inches O.C. each way and placed at center of slab. *pci = pounds per cubic inch. **psi= pounds per square inch. 7.8.4 Prior to placing PCC pavement, subgrade soils should be scarified, moisture conditioned and compacted to a dry density of at least 95 percent of the laboratory maximum dry density near or slightly above optimum moisture content in accordance with ASTM D 1557. The depth of compaction should be at least 12 inches. 7.8.5 Loading aprons such as trash bin enclosures, loading docks and heavy truck areas should utilize Portland cement concrete as presented in Table 7 .8 above and reinforced as recommend in Section 7.8.3. The concrete loading area should extend out such that both the front and rear wheels of the truck will be located on reinforced concrete pavement when loading and unloading. 7.8.6 A thickened edge or integral curb should be constructed on the outside of concrete (PCC) slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness or a minimum thickness of two inches, whichever results in a thicker edge, at the slab edge Project No. 06442-32-22 -18 -November 23, 2015 and taper back to the recommended slab thickness three feet behind the face of the slab (e.g., a 7-inch-thick slab would have a 9-inch-thick edge). 7.8. 7 To control the location and spread of concrete shrinkage cracks, crack-control joints (weakened plane joints) should be included in the design of the concrete pavement slab. Crack-control joints should not exceed 30 times the slab thickness with a maximum spacing of 15 feet (e.g., a 7-inch-thick slab would have a 15-foot spacing pattern) and should be sealed with an appropriate sealant to prevent the migration of water through the control joint to the subgrade materials. The depth of the crack-control joints should be determined by the referenced ACI report. 7.8.8 To provide load transfer between adjacent pavement slab sections, a butt-type construction joint should be constructed. The butt-type joint should be thickened by at least 20 percent at the edge and taper back at least 4 feet from the face of the slab. The project structural engineer should be consulted to provide other alternative recommendations for load transfer (i.e., dowels). 7.8.9 The performance of pavement is highly dependent on providing positive surface drainage away from the edge of the pavement. Ponding of water on or adjacent to the pavement will likely result in pavement distress and subgrade failure. Drainage from landscaped areas should be directed to controlled drainage structures. Landscape areas adjacent to the edge of asphalt pavements are not recommended due to the potential for surface or irrigation water to infiltrate the underlying permeable aggregate base and cause distress. Where such a condition cannot be avoided, consideration should be given to incorporating measures that will significantly reduce the potential for subsurface water migration into the aggregate base. If planter islands are planned, the perimeter curb should extend at least six inches into the subgrade soils. 7.9 Retaining Walls and Lateral Loads Recommendations 7.9.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 35 pounds per cubic foot (pcf). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a I: I plane extending upward from the base of the wall possess an Expansion Index of 50 or less. Selective grading will be required to provide soil with an EI of 50 or less for wall backfill. Geocon Incorporated should be consulted for additional recommendations if backfill materials have an Expansion Index greater than 50. Project No. 06442-32-22 -I 9 -November 23, 2015 7.9.2 Where walls are restrained from movement at the top, an additional uniform pressure of8H psf (where H equals the height of the retaining wall portion of the wall in feet) should be added to the active soil pressure where the wall possesses a height of 8 feet or Jess and 12H where the wall is greater than 8 feet. For retaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to two feet of fill soil should be added (soil total unit weight 130 pct). 7.9.3 Soil contemplated for use as retaining wall backfill, including import materials, should be identified in the field prior to backfill. At that time Geocon Incorporated should obtain samples for laboratory testing to evaluate its suitability. Modified lateral earth pressures may be necessary if the backfill soil does not meet the required expansion index or shear strength. City or regional standard wall designs, if used, are based on a specific active lateral earth pressure and/or soil friction angle. In this regard, on-site soil to be used as backfill may or may not meet the values for standard wall designs. Geocon Incorporated should be consulted to assess the suitability of the on-site soil for use as wall backfill if standard wall designs will be used. 7.9.4 Unrestrained walls will move laterally when backfilled and loading is applied. The amount of lateral deflection is dependent on the wall height, the type of soil used for backfill, and loads acting on the wall. The wall designer should provide appropriate lateral deflection quantities for planned retaining walls structures, if applicable. These lateral values should be considered when planning types of improvements above retaining wall structures. 7.9.5 Retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where the seepage could be a nuisance or otherwise adversely affect the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (EI ::=SO) free-draining backfill material with no hydrostatic forces or imposed surcharge load. A typical retaining wall drainage detail is presented on Figure 5. If conditions different than those described are expected, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. 7.9.6 In general, wall foundations having a minimum depth and width of I foot may be designed for an allowable soil bearing pressure of 2,000 psf, provided the soil within three feet below the base of the wall has an Expansion Index::= 90. The recommended allowable soil bearing pressure may be increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf Project No. 06442-32-22 -20-November 23, 2015 7 .9. 7 The proximity of the foundation to the top of a slope steeper than 3: I could impact the allowable soil bearing pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. As a minimum, wall footings should be deepened such that the bottom outside edge of the footing is at least seven feet from the face of slope when located adjacent and/or at the top of descending slopes. 7.9.8 The structural engineer should determine the seismic design category for the project in accordance with Section 1613 of the CBC. If the project possesses a seismic design category of D, E, or F, retaining walls that support more than 6 feet of backfill should be designed with seismic lateral pressure in accordance with Section 18.3.5.12 of the 2013 CBC. The seismic load is dependent on the retained height where H is the height of the wall, in feet, and the calculated loads result in pounds per square foot (psf) exerted at the base of the wall and zero at the top of the wall. A seismic load of 19H should be used for design. We used the peak ground acceleration adjusted for Site Class effects, PGAM, of0.434g calculated from ASCE 7-10 Section 11.8.3 and applied a pseudo-static coefficient of0.33. 7.9.9 For resistance to lateral loads, a passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed formation materials. The passive pressure assumes a horizontal surface extending away from the base of the wall at least five feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be included in the design for lateral resistance. Where walls are planned adjacent to and/or on descending slopes, a passive pressure of 150 pcf should be used in design. 7.9.10 An allowable friction coefficient of0.40 may be used for resistance to sliding between soil and concrete. This friction coefficient may be combined with the passive earth pressure when determining resistance to lateral loads. 7.9.11 7.10 7.10.1 The recommendations presented above are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 12 feet. In the event that walls higher than 12 feet are planned, Geocon Incorporated should be consulted for additional recommendations. Infiltration Basins and Bioswales At the completion of grading the site will be underlain by compacted fill and/or dense granitic bedrock. It is our opinion that infiltrating storm water runoff into compacted fill Project No. 06442-32-22 -21 -November 23. 2015 areas increases the risk for compression-related settlement and distress to the surrounding improvements. Infiltrating into the bedrock increases the risk for seepage migration and groundwater related impacts. 7.10.2 Any basins, bioswales and bio-remediation areas should be designed by the project civil engineer and reviewed by Geocon Incorporated. Typically, bioswales consist of a surface layer of vegetation underlain by clean sand. A subdrain should be provided beneath the sand layer. Prior to discharging into the storm drain pipe, a seepage cutoff wall should be constructed at the interface between the subdrain and storm drain pipe. The concrete cut-off wall should extend at least 6-inches beyond the perimeter of the gravel-packed subdrain system. 7.10.3 Distress may be caused to planned improvements and properties located hydrologically downgradient or adjacent to these devices. The distress depends on the amount of water to be detained, its residence time, soil permeability, and other factors. We have not performed a hydrogeology study at the site. Downstream and adjacent properties may be subjected to seeps, springs, slope instability, raised groundwater, movement of foundations and slabs, or other impacts as a result of water infiltration. Due to site soil and geologic conditions, permanent bioswales and bio-remediation areas should be lined with an impermeable barrier, such as a thick visqueen, to prevent water infiltration in to the underlying compacted fill. Temporary detention basins in areas where improvements have not been constructed do not need to be lined. 7 .I 0.4 The landscape architect should be consulted to provide the appropriate plant recommendations. If drought resistant plants are not used, irrigation may be required. 7.11 7.11.1 Site Drainage and Moisture Protection Adequate site drainage is critical to reduce the potential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2013 CBC 1804.3 or other applicable standards. In addition, surface drainage should be directed away from the top of slopes into swales or other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 7 .11.2 In the case of basement walls or building walls retaining landscaping areas, a water- proofing system should be used on the wall and joints, and a Miradrain drainage panel ( or Project No. 06442-32-22 -22 -November 23, 2015 7.11.3 7.12 7.12.1 7.13 7.13.1 similar) should be placed over the waterproofing. The project architect or civil engineer should provide detailed specifications on the plans for all waterproofing and drainage. Underground utilities should be leak free. Utility and irrigation lines should be checked periodically for leaks, and detected leaks should be repaired promptly. Detrimental soil movement could occur if water is allowed to infiltrate the soil for prolonged periods of time. Slope Maintenance Slopes that are steeper than 3:1 (horizontal:vertical) may, under conditions that are both difficult to prevent and predict, be susceptible to near-surface (surficial) slope instability. The instability is typically limited to the outer 3 feet of a portion of the slope and usually does not directly impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansion, or excavation for irrigation lines and slope planting, may also be a significant contributing factor to surficial instability. It is therefore recommended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and ( c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. Although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility and, therefore, it may be necessary to rebuild or repair a portion of the project's slopes in the future. Grading, Foundation, and Retaining Wall Plan Review The geotechnical engineer and engineering geologist should review the grading, foundation and retaining wall plans prior to final City submittal to check their compliance with the recommendations of this report and to determine the need for additional comments, recommendations and/or analysis. Project No. 06442-32-22 -23 -November 23, 2015 LIMITATIONS AND UNIFORMITY OF CONDITIONS I. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. 2. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. 3. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 4. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project No. 06442-32-22 November 23, 2015 THE GEOGRAPHICAL INFORMATION MADE AVAILABLE FOR DISPLAY WAS PROVIDED BY GOOGLE EARTH, SUBJECT TO A LICENSING AGREEMENT. THE INFORMATION IS FOR ILLUSTRATIVE PURPOSES ONLY; IT IS NOT INTENDED FOR CLIENT'S USE OR RELIANCE ANO SHALL NOT BE REPRODUCED BY CLIENT. CLIENT SHALL INDEMNIFY, DEFEND ANO HOLD HARMLESS GEOCON FROM ANY LIABILITY INCURRED AS A RESULT OF SUCH USE OR RELIANCE BY CLIENT. VICINITY MAP HIGH -TECH t N NO SCALE GEOCON INCORPORATED GEOTECHNICAL ■ENVIRONMENTAL ■ MATERIALS 6960 FLANDERS DRIVE -SAN DIEGO, CALIFORNIA 92121 -297 4 PHONE 858 558-6900 -FAX 858 558-6159 CARLSBAD OAKS NORTH BUSINESS PARK -LOTS 18 AND 19 CARLSBAD, CALIFORNIA EA /CW I l DSK/GTYPD DATE 11-23-2015 I PROJECTNO.06442-32 -22 I FIG.1 Plotled:11/23/2015 8:36AM I By:JONATHAN WILKINS I FIie Locatlon:Y:IPROJECTS\06442·32·22 HME-lots 18&19\DETAILS\06442-32-22 VldnltyMap.dwg / .[ill] '~ '" ' "'· F 490.79 FF 18 ...... , I l__r-4! (477.77I GUT) BASI ~ OF ,q- n'. ~ j ifl1 Ii 1 ~ ~"', '·~, ~~ '<5', " ~- '" ." ~' "'" ! 482 I 490.99 FF ~ ' i .. ~ ,j • :I • Ii ' il 1 \I 11 I I I "·, ""' . \~,, \l .,.,. GUT) ''v/----L- -; I BEARi'NGS L ~,~ \ \ I ' :.11 ' • j \\' ,r, ...------.. -# R'v/ 'x-9 7, ~ ', ', "' -~ i:i;f, ./:r ~ ~ .. - \ '\ \ ,~..:;; I '"· LOT"-"18 " \ " \ ""' ' Qu \ \, \ \ \ ,, \ \ \ \ \ \ \ ' \ \ \ \ 492.i~ FF 492.51 FF ~ '2_ ·•f',. -,: "· '· :: :·\ ·,., 4841~ .', --~ --""""- --=--=----R'v/ --~--"--- WH IPTAIL LOOP ~ C O /\ ~ "/ · G F= -. g E -> ~ 5-c-----.... E G -----==-------------==--------------£ £ '-,, 49 "· e '· 492.684§2.4§ '- IZ d ~ 400 440 480 B 560 520_J • +l..J...H,j-,_;+,f-+• ++-'-t-t-+-1 .... J ) > .., • ) 48oJ I ''~' + I tif I . -> J J J 520 560 • , • " +•~+ ,, I . .:r~-~-~r t· rt .. ti-,-tttt F , lit tJl=t+Jj:, ·_Ti lh"t" 600 DISTANCE (FEET) 640 680 GEOLOGIC CROSS-SECTION A-A' SCALE: 1" = 40' (Vert.= Horiz.) +· ... +-.. _ .... J h-'.; hf.~ I ·hn1=tr I >+~ •. h ~ .... , I ♦ +++-t-++-4-+ I ' I 720 760 800 B' 560 ,. -•-• ....... ,, -_ _._.,._,_ ........... t-520 . I d .,L a L. -, l ~480 ~u_;:L H ~• SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI CONCRETE SLAB CONCRETE SLAB SAND AND VAPOR RETARDER IN ACCORDANCE WITH ACI 1-------FOOTING WIDTW -------1 * .... SEE REPORT FOR FOUNDATION WIDTH AND DEPTH RECOMMENDATION NO SCALE WALL/ COLUMN FOOTING DIMENSION DETAIL GEOCON I NCORPORAT E D GEOTECHNICAL ■ENVIRONMENTAL ■ MATERIALS 6960 FLANDERS DRIVE· SAN DIEGO, CALIFORNIA 92121 • 297 4 PHONE 858 558-6900 • FAX 858 558-6159 EA/CW I I DSK/GTYPD HIGH -TECH CARLSBAD OAKS NORTH BUSINESS PARK -LOTS 18 AND 19 CARLSBAD, CALIFORNIA DATE 11 -23-2015 I PROJECT NO.06442-32-22 I FIG.4 Plotted:11/23/2015 8:39AM I By.JONATHAN WILKINS I FIio Locallon:Y:IPROJECTS\06442•32-22 HME-Lots 18&19\DETAILS\Wall-Column FooUng Dimension Detail (COLFOOT2).dwg WATER PROOFING PER ARCHITECT 2/3 H GROUND SURFACE PROPOSED GRADE RETAINING WALL 2/3 H 1/ NOTE: GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL {MIRADRAIN 6000 OR EQUIVALENT) DRAIN SHOULD BE UNIFORMLY SLOPED TO GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING GROUND SURFACE TEMPORARY BACKCUT PER OSHA MIRAFI 140N FILTER FABRIC {OR EQUIVALENT) OPEN GRADED 1" MAX. AGGREGATE 4" DIA. PERFORATED SCHEDULE 40 PVC PIPE EXTENDED TO APPROVED OUTLET PROPOSED GRADE RETAINING WALL 2/3 H 1/ GROUND SURFACE WATER PROOFING PER ARCHITECT DRAINAGE PANEL {MIRADRAIN 6000 OR EQUIVALENT) .,, 4" DIA. SCHEDULE 40 PERFORATED PVC PIPE OR TOTAL DRAIN EXTENDED TO APPROVED OUTLET NO SCALE TYPICAL RETAINING WALL DRAIN DETAIL GEOCON INCORPORATED 0 GEOTECHNICAL ■ ENVIRONMENTAL ■ MATERIALS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121 • 297 4 PHONE 858 558-6900 • FAX 858 558-6159 EA /CW I I DSK/GTYPD HIGH -TECH CARLSBAD OAKS NORTH BUSINESS PARK -LOTS 18 AND 19 CARLSBAD, CALIFORNIA DATE 11 • 23 -2015 I PROJECT NO. 06442 -32 -22 I FIG. 5 Plotted:11/2312015 8:37AM I By:JONATHAN WILKINS I FIie Locatlon:Y:IPROJECTS\06442-32-22 HME-Lots 18&19\DETAILS\Typlcal Retaining Wall Drainage Detail (RWDD7A).dwg APPENDIX APPENDIX A INFILTRATION TESTING We performed infiltration testing between August 26 and October I, 2015, to evaluate storm water infiltration feasibility. The approximate locations of the test areas are shown on Figure 2. We performed the testing in bore holes drilled with a CME-85 drill rig equipped with 8-inch hollow stem augers. For the drilled bore holes, we used an Aardvark Permeameter, (a constant head permeameter) to evaluate the hydraulic conductivity. Trenches were also excavated in the compacted fill and granitic rock for testing. The trenches were pre-soaked approximately 24 hours prior to start of infiltration testing. For the open trenches and after cleaning/removing of mud, we refilled the trenches with water and performed, in general, a falling head test method to check the infiltration rates. The unfactored average infiltration values are presented in the table below. The design engineer should incorporate an appropriate factor of safety to the unfactored values for use in design of the planned LID systems. INFILTRATION TEST RESULTS Infiltration Approximate Depth of Hydraulic Test No. Drilled Hole/Trench Excavation Conductivity/Infiltration Medium Tested Rate (in/hr) l-1 9.5 feet 0.0000 Granitic Rock l-2 19.5 feet 0.0000 Granitic Rock l-3 11 feet• 0.1590 Granitic Rock I-4 3 feet• 0.6910 Compacted Fill l-5 3 feet• 0.2850 Compacted fill *Tested zone was approximately two feet in height at trench test areas. Project No. 06442-32-22 November 23, 2015 APPENDIX APPENDIX B SELECTED LABORATORY TEST RESULTS PERFORMED BY GEOCON INCORPORATED (2007) FOR HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK LOTS 18 AND 19 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-22 APPENDIX B SELECTED LABORATORY TEST RESULTS We performed laboratory tests in accordance with test methods of American Society for Testing and Materials (ASTM) or other accepted procedures. We tested selected soil samples obtained during the grading of Carlsbad Oaks North Business Park-Phase 2 development for their maximum dry density and optimum moisture content, shear strength, expansion index and water-soluble sulfate. The results of our laboratory tests are presented on Tables B-1 through B-IV. Proctor Curve No. 1 2 3 4 5 6 Sample No.* 1 2 3 TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM D 1557 Maximum Source and Description Dry Density (pct) Grayish brown, Silty, fine to medium SAND, with trace gravel 133.3 Dark reddish brown, Silty, fine to medium SAND 134.9 Brown, Silty, fine to coarse SAND, with trace clay 129.7 Dark brown, Silty, fine to coarse SAND, with trace gravel 129.1 Dark brown, Silty, fine to medium SAND, with trace gravel 132.8 Dark brown, Silty, fine to coarse SAND, with trace gravel 132.2 TABLE B-11 SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS AASHTOT236 Optimum Moisture Content (%) 7.4 7.4 9.3 9.4 8.8 8.4 Dry Density Moisture Content Unit Cohesion Angle of Shear (pct) (%) (psi) Resistance (degrees) 120.2 11.8 500 35 122.0 7.0 715 33 117.2 8.8 545 37 *Samples were remolded to approximately 90 percent of maximum dry density at near optimum moisture content. Project No. 06442-32-22 -B-l -November 23, 2015 TABLE B-111 SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D4829 Sample No. Moisture Content(%) Dry Density Expansion Expansion (Lot No. and Location) Before Test After Test (pct) Index Classification EI-10 (Lot 18 East) 7.6 12.5 I I 8.1 0 Very Low El-I I (Lot 18 Central) 7.4 12.0 118.9 0 Very Low EI-12 (Lot 18 West) 7.6 13.5 117.3 0 Very Low EI-28 (Lot I 9 East) 7.6 12.4 118.7 0 Very Low EI-29 (Lot 19 Central) 7.2 13.4 117.9 0 Very Low EI-30 (Lot 19 West) 7.4 13.3 117.7 0 Very Low TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. (Lot No.) Water-Soluble Sulfate(%) Sulfate Exposure EI-10 (Lot 18 East) 0.007 Negligible El-I I (Lot 18 Central) 0.012 Negligible El-12 (Lot 18 West) 0.QJI Negligible EI-28 (Lot 19 East) 0.019 Negligible EI-29 (Lot 19 Central) 0.005 Negligible El-30 (Lot 19 West) 0.006 Negligible Project No. 06442-32-22 -B-2 -November 23, 2015 . . APPENDIX APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR HIGH-TECH CARLSBAD OAKS NORTH BUSINESS PARK LOTS 18 AND 19 CARLSBAD, CALIFORNIA PROJECT NO. 06442-32-22 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1. I These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon. The recommendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. 1.2 Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. The Consultant should provide adequate testing and observation services so that they may assess whether, in their opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep them apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3 It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, and/or adverse weather result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to the Owner that grading be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1 Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2 Contractor shall refer to the Contractor performing the site grading work. 2.3 Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. 2.4 Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. GI rev. 07/2015 2.5 Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6 Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7 Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1 Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1 Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than ¾ inch in size. 3.1.2 Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3 Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than ¾ inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. 3.2 Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3 Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 GI rev. 07/2015 and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials, the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4 The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2: I (horizontal:vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized provided it is acceptable to the governing agency, Owner and Consultant. 3.5 Samples of soil materials to be used for fill should be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3 .6 During grading, soil or groundwater conditions other than those identified m the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition. 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1 Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surfuce of trees, stumps, brush, vegetation, man-made structures, and similar debris. Grubbing shall consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1 ½ inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. 4.2 Asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility or in an acceptable area of the project evaluated by Geocon and the property owner. Concrete fragments that are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. GI rev. 07/2015 4.3 After clearing and grubbing of organic matter and other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction should be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4 Where the slope ratio of the original ground is steeper than 5: 1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish Grade Original Ground ................. 2 Remove All Unsuitable Material As Recommended By Consultant Slope To Be Such That Sloughing Or Sliding Does Not Occur -~1 .................. r-Finish Slope Surface ,, I ,, ,, ', ,, ........... ',, ,, ',, ,, ,, ,, See Note 2 No Scale DETAIL NOTES: (I) Key width "B" should be a minimum of 10 feet, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. 4.5 After areas to receive fill have been cleared and scarified, the surface should be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6 of these specifications. GI rev. 07/2015 5. COMPACTION EQUIPMENT 5.1 Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2 Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1 Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1 Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2 In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D 1557. 6.1.3 When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4 When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. 6.1.5 After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the in-place dry density of the compacted fill to the maximum laboratory dry density as determined in accordance with ASTM D 1557. Compaction shall be continuous over the entire area, and compaction equipment shall make sufficient passes so that the specified minimum relative compaction has been achieved throughout the entire fill. GI rev. 07/2015 6.1.6 Where practical, soils having an Expansion Index greater than 50 should be placed at least 3 feet below finish pad grade and should be compacted at a moisture content generally 2 to 4 percent greater than the optimum moisture content for the material. 6.1.7 Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built by at least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. 6.1.8 As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fill height intervals. Upon completion, slopes should then be track-walked with a D-8 dozer or similar equipment, such that a dozer track covers all slope surfaces at least twice. 6.2 Soil-rock fill, as defined in Paragraph 3 .1.2, shall be placed by the Contractor in accordance with the following recommendations: 6.2.1 Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2 Rocks or rock fragments up to 4 feet in maximum dimension may either be individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 feet in maximum dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. 6.2.3 For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment. 6.2.4 For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. GI rev. 07/2015 6.2.5 Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6 Rock placement, fill placement and flooding of approved granular soil in the windrows should be continuously observed by the Consultant. 6.3 Rock fills, as defined in Section 3.1.3, shall be placed by the Contractor in accordance with the following recommendations: 6.3.1 The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent). The surface shall slope toward suitable subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-construction infiltration of water. 6.3.2 Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made should be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3 Plate bearing tests, in accordance with ASTM D 1196, may be performed in both the compacted soil fill and in the rock fill to aid in determining the required minimum number of passes of the compaction equipment. If performed, a minimum of three plate bearing tests should be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection GI rev. 07/2015 variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4 A representative of the Consultant should be present during rock fill operations to observe that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. 6.3.5 Test pits shall be excavated by the Contractor so that the Consultant can state that, in their opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6 To reduce the potential for "piping" of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. 6.3.7 Rock fill placement should be continuously observed during placement by the Consultant. 7. SUBDRAINS 7.1 The geologic units on the site may have permeability characteristics and/or fracture systems that could be susceptible under certain conditions to seepage. The use of canyon subdrains may be necessary to mitigate the potential for adverse impacts associated with seepage conditions. Canyon subdrains with lengths in excess of 500 feet or extensions of existing offsite subdrains should use 8-inch-diameter pipes. Canyon subdrains less than 500 feet in length should use 6-inch-diameter pipes. GI rev. 07/2015 TYPICAL CANYON DRAIN DETAIL / NAl\lUl.M:ali!D .,,. , .... ,, -DnMIIUM - NOTES: 1-..NCH IMMETm\ ea-.u•PYCfllllflOIIATID,.."311 PLL8 II-Of-11-™GIIAPftL.IIGntOf-,_DfUT, I,.___...,. DIM IEM. I04IIU.! •M flllVICIAA.TID PPE f'OA Pl.LI Ll!D,_1--,ll-™0RAPl'£La0nl-,_DFll!T. --------- ,, BEDROCK IGTI; ..... 0, ... 1/ZauftlT IIMU..•IDI UtJa. 10181G,_,.tPOIITfllCl'9 ................. ____ ..... _ NOSCM.E 7 .2 Slope drains within stability fill keyways should use 4-inch-diameter ( or lager) pipes. GI rev. 07/2015 TYPICAL STABILITY FILL DETAIL DETAIL !!l!lml; 1__mcw,.,w1,A,QG1T,a ,_1 ~.,.....011 • •tl1ftl:lt. I,.,_.. 0, aTMI.Jl'YfU TO-,1FHTll'1QRll9M1"1:1Ml lli\lDML.ILCl'NtA-ft INIOII.Cft. 1.JTMIJl'f'Pll lOl!:OUI 01&11fflllalM.l'QCMl lCTl!DWt&IMW.. 4.....QWY'CIWlttO•Nl'WNB),_.AMQUIDCtW'r....,Plfllllllaw:IUIIN-Oll......-n ...,tJ f 1\TILYJO,_,.Cltffllll'TOCINTa:AND•,_,WDI.ClGIIRWflltl•.....,• -·-1.-IL1111.11A1'111111.10-lfr4-.laf,QNN.llm) .... 110CK .. QDIIDINlll'flllMD ... ,..MIIIC_,..1GQ. t.....ccuamaPft to•....at ...... W1El,,fURJMllD,. TNCK'lllllldDPVCICIHIIU.l•OII IQUIVMIM',NGa.Gllllrl10 DllllllrlAT' ,_.,,....,..TOilll'IIDVll)CILffl.D. NOSCAI.E 7 .3 The actual subdrain locations will be evaluated in the field during the remedial grading operations. Additional drains may be necessary depending on the conditions observed and the requirements of the local regulatory agencies. Appropriate subdrain outlets should be evaluated prior to finalizing 40-scale grading plans. 7.4 Rock fill or soil-rock fill areas may require subdrains along their down-slope perimeters to mitigate the potential for buildup of water from construction or landscape irrigation. The subdrains should be at least 6-inch-diameter pipes encapsulated in gravel and filter fabric. Rock fill drains should be constructed using the same requirements as canyon subdrains. GI rev. 07/2015 • 7.5 Prior to outletting, the final 20-foot segment of a subdrain that will not be extended during future development should consist of non-perforated drainpipe. At the non-perforated/ perforated interface, a seepage cutoff wall should be constructed on the downslope side of the pipe. TYPICAL CUT OFF WALL DETAIL FRONT VIEW ' ' 110 ...... SIDE VIEW , NO_. 7.6 Subdrains that discharge into a natural drainage course or open space area should be provided with a permanent headwall structure. GI rev. 07/2015 • , J .. TYPICAL HEADWALL DETAIL FRONT VIEW SIDE VIEW ra1r - ND1'I: HIAIIWN1. IIGI.DOU1\IT AT 1QI OJI n.L a1N OR NIOOCllfflllDU.IDIIIWG:IIIIMMGe: ,., ..... ... 7. 7 The final grading plans should show the location of the proposed subdrains. After completion of remedial excavations and subdrain installation, the project civil engineer should survey the drain locations and prepare an "as-built" map showing the drain locations. The final outlet and connection locations should be determined during grading operations. Subdrains that will be extended on adjacent projects after grading can be placed on formational material and a vertical riser should be placed at the end of the subdrain. The grading contractor should consider videoing the subdrains shortly after burial to check proper installation and functionality. The contractor is responsible for the performance of the drains. GI rev. 07/2015 . '' . 8. OBSERVATION AND TESTING 8.1 The Consultant shall be the Owner's representative to observe and perform tests during clearing, grubbing, filling, and compaction operations. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill should be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test should be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 8.2 The Consultant should perform a sufficient distribution of field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 8.3 During placement of rock fill, the Consultant should observe that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant should request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. When observations indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 8.4 A settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. 8.5 We should observe the placement of subdrains, to check that the drainage devices have been placed and constructed in substantial conformance with project specifications. 8.6 Testing procedures shall conform to the following Standards as appropriate: 8.6.1 Soil and Soil-Rock Fills: 8.6.1.1 Field Density Test, ASTM D 1556, Density of Soil In-Place By the Sand-Cone Method. GI rev. 07/2015 8.6.1.2 Field Density Test, Nuclear Method, ASTM D 6938, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 8.6.1.3 Laboratory Compaction Test, ASTM D 1557, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using JO-Pound Hammer and 18-Inch Drop. 8.6.1.4. Expansion Index Test, ASTM D 4829, Expansion Index Test. 9. PROTECTION OF WORK 9 .1 During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 9.2 After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. 10. CERTIFICATIONS AND FINAL REPORTS 10.1 Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 10.2 The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/2015 1 ..... LIST OF REFERENCES I. Boore, D. M., and G. M. Atkinson (2007), Boore-Atkinson NGA Ground Motion Relations for the Geometric Mean Horizontal Component of Peak and Spectral Ground Motion Parameters, Report Number PEER 2007/01. 2. Chiou, B. S. J., and R. R. Youngs (2008), A NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra, preprint for article to be published in NGA Special Edition for Earthquake Spectra. 3. California Geological Survey (2003), Seismic Shaking Hazards in California, Based on the USGS/CGS Probabilistic Seismic Hazards Assessment (PSHA) Model, 2002 (revised April 2003). JO% probability of being exceeded in 50 years. (http://redirect.conservation.ca.gov/cgs/rghm/psharnap/pshamain.html). 4. Campbell, K. W ., Y. Bozorgnia (2008), NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to JO s, Earthquake Spectra, Volume 24, Issue 1, pages 139-171, February 2008. 5. Fault Activity Map of California and A<(jacent Areas, California Division of Mines and Geology, compiled by C. W. Jennings, 1994. 6. Kennedy, M. P., and S.S. Tan, Geologic Map of the Oceanside 30'x60' Quadrangle, California, USGS Regional Map Series Map No. 2, Scale 1:100,000, 2007. 7. Wesnousky, S. G., Earthquakes, Quaternary Faults, and Seismic Hazard in California, Journal of Geophysical Researc!!, Vol. 91, No. B12, 1986, pp. 12, 587, 631. 8. Risk Engineering (2015), EZ-FRISK (version 7.65). 9. Unpublished reports and maps on file with Geocon Incorporated. 10. USGS (2011), Seismic Hazard Curves and Uniform Hazard Response Spectra (version 5.1.0, dated February 2, 2011), http://earthquake.usgs.gov/research/hazmaps/design/. Project No. 06442-32-22 November 23, 2015