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Home My WebLink About2855 GAZELLE CT; ; CBC2023-0264; PermitBuilding Permit Finaled Ccityof Carlsbad Commercial Permit Print Date: 03/12/2024 Job Address: 2855 GAZELLE CT, CARLSBAD, CA 92010-6670 Permit Type: BLDG-Commercial Work Class: Parcel#: 2091202000 Track#: Valuation: $0.00 Lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Pla n#: Construction Type: Orig. Plan Check#: Plan Check#: Description: IONIS: SHADE SAILS OVER BASKETBALL COURT Applicant: IONIS PHARMACEUTICULS WAYNE SANDERS 2850 GAZELLE CT CARLSBAD, CA 92010 (760) 931-9200 FEE AWNING or CANOPY BUILDING PLAN CHECK Property Owner: GAZELLE OWNER DE LLC 2855 GAZELLE CT CARLSBAD, CA 92010-6670 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) FIRE Plan Review (per hr -Regular Office Hours) SB1473 -GREEN BUILDING STATE STANDARDS FEE Permit No: Status: Tenant Improvement CBC2023-0264 Closed -Fina led Applied: 08/24/2023 Issued: 11/02/2023 Finaled Close Out: 03/12/2024 Final Inspection: 02/27/2024 INSPECTOR: Kersch, Tim Contractor: SHADE COMFORTS INC 77 SOLANO SQ, # 238 BENICIA, CA 94510-2712 (707) 746-5080 AMOUNT $280.00 $192.40 $197.00 $104.00 $170.00 $1.00 Total Fees: $944.40 Total Payments To Date: $944.40 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check CBC2 02.-s-02(f-\- Est. Value ---------- PC Deposit $ I<:\ 2 .4-0 Date 8/1!.1+ / Z. ~ Job Address :7-:B §)" G !s;U::u/4; C-r Tenant Name#: ~ s Pko.r""½{l,L.4 c.&s Suite: _____ ,APN: __________ _ Lot#: Year Built: 1-..&> 11 ---------Year Built: __ _ Occupancy: __ _ Construction Type: __ _ Fire sprinklers0ES0NO A/C:QYESQNO D Addltion/New: ___________ New SF and Use, _________ New SF and Use ______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ 0Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ . □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ D Solar: ___ KW, ___ Modules, Mounted:ORoof OGround D Reroof:. __________________________________ _ D Plumbing/Mechanical/Electrical Oother: ----------------------------------- APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: I.»~':{!':( ~CWI-A..t.vs Name: ::fov:Ys pl~u h c...a~ Address· :Z-X::S:i: <f>a.~ Ch Address: 1:W Gc.u..&.e, ch City· c~t.,_/,,;;,..J? State: Cf,.,-Zip:~7.A> 1 d City: (o-y/.s~. State: C/J,-Zlp:C\ "lei c, Phone· 7~o ~f?Ol( -''~'1: Phone: 74:>o -~'3:,\ -4"1.o"v Email· (>.)S-a.~,,..1@1·0..,i '$'el-\,c~ Email: WSa..\'\<Ur$@ lot\1s e'1_,ue,-.. DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name_· ________________ Business Name: ~·lkkt>G coM.~o~.$ 1 -:Cr-JC-, Address: Address: 7 7 1ol,C-.vt() ~usef:< 14f "2-}'g Clty: _______ State: ___ Zlp: ____ City: g.e ~jq c,... State: C/1--Zip: ~ 'l SI 0 Phone: ________________ Phone: JoJ-J '-f(p -:,Ok() Email: Email: 'jp l'--'-€> '5 V\DA.e Caw\0...-h. c.~ Architect State License: ___________ CSLB License#: ff I '69 3 Class:. ______ _ Carlsbad Business License# (Required): Bu:60 I 3(,,] / -05 -1e"l.~ APPLICANT CERTIFICATION: I 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. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Buildlng@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penalty of perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fut If orce 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. PolicyNo .. ______________________________________ _ -OR- D1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _ Policy No. ___________________________ Expiration Date: _______________ _ -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 lending agency for the performance of the work this permit is issued {Sec. 3097 (i) Civil Code). lender's Name: ____________________ lender's Address: ____________________ _ CONTRACTOR CERT/FICA TION: I certify that I have read the application and state that 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. NAME (PRINT): _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 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, t he owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). ~~wner 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 B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand thatacapyof the applicable law, Section 7044of the Business and Professions Code, is available upon request when this application is submitted or at the fol/awing Web site: http: I /www.leginfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with alt City ordinances and State laws relating to building construction. NAME (PRINT): ~¾tu So.~lV> SIG : ----+-:?':#-~~~::::::==------DATE: ____ _ Note: If the person signing above is an authorized agent for the property owner in roperty owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 ,1 (Cityof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address __._8,_'6:c......:....~-5_6, __ A."Z-el...1.-G_-=---=----~---1-, _CM __ L:_~-=· 13==-~--='----'CA-::.....:.._ __ °(..i....2-D=.....;.'_O __ _ J The City of Carlsbad ("City") is providing you with this Owner-8uilder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign t he form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. & understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- / ~~r" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-8uilder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-8uilder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. g_1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. /)I, I understand as an "Owner-8uilder" I am the responsible party of record on the permit. I understand that I ~rotect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. i i understand contract ors are required by law to be licensed and bonded in California and to list their license mbers on permits and contracts. V. I understand if I employ or otherwise engage any persons, other t han California licensed contractors, and fl e total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV.05/22 Owner-Builder Acknowledgement Continued VI. /JJ.1 understand if I am considered an "employer" und_er state and,federal law, _I mus_t re~i_ste~ with the state ( ~ederal government, withhold payroll taxes, provide workers compensation d1sab11ity insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financia l risk. v11(2!b_ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family ( ~sidential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under cont ract with a licensed general building contractor. v111/JttJ/ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable {, ~Y financial or personal injuries sustained by any subsequent owner(s) which result from any latent /}1;:uction defects in the workmanship or materials. IX. /;CI understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information licensed contractors. X. I am aware of and consent to an Owner-Builder bu ilding permit applied for in my name, and understand am th~~y legally and financially responsi ble for proposed construction activity at the following address: 1)&5-5 0~ 4 XI. /in[ I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide / ~applicable laws and requirements that govern Owner-Builders as well as employers. x11./&__1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the l Mtormation I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and w ish to hire contractors, you will be responsible for verifying whether or not t hose contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Property Owner Name {PRINT) 14/-i3 Date 3 REV. 05/22 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for ( CBC2023-0264) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 08/24/2023 Owner: TRUST GAZELLE OWNER DE LLC Issue Date: 11/02/2023 Subdivision: PARCEL MAP NO 21705 Status: Closed -Finaled Expiration Date: 06/10/2024 IVR Number: 51561 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status 12/11/2023 12/11/2023 BLDG-11 233029-2023 Passed Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 02/27/2024 02/27/2024 BLDG-Final Inspection 240434-2024 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Tuesday, March 12, 2024 Address: 2855 GAZELLE CT CARLSBAD, CA 92010-6670 Primary Inspector Reinspection Tim Kersch Passed Yes Tim Kersch Passed Yes Yes Yes Yes Yes Inspection Complete Complete Page 1 of 1 September 25, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Commercial Shade Sails Address: 2855 Gazelle Ct Applicant Name: Wayne Sanders Applicant Email: wsanders@ionisph.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: Unknown Occupant Load: Unknown Type of Construction: Unknown Sprinklers: N/A Stories: Unknown Area of Work (sq. ft.): Unknown sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confinned Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North COMPLI ANCE SERV ICES City of Carlsbad -FINAL REVIEW City Permit No: CBC2023-0264 True North No.: 23-018-822 True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalfofthe City of Carlsbad: 1. 2. Drawings: One(!) copy dated September 25, 2023, by DGA. Structural Calculations: One (1) copy dated March 23, 2023 The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Amar Hasen in -Plan Review Engineer True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562.733.8030 ~114i fllt wf tw~ ?r~,.1 5)1-il,, f,A-tJ; tA---J , ~r/14- -UJ'l>I-~ -U Z..~ C,,t$L -lb~a 7-1<- --~> C-~fi,O ~,, -A-~ 3 I~ -I 1 . --~ ~ w{ 5 --tis ~ -e.-MID 7rf-I? , F, v 1, µi ·-fJ~;;;: A--:Sv -J,u~ ~A~0 7 -Wt-l l-5, ~ e7o '-/<. -~ ~ AJ'j ~ Ai, l S-<;/L-VP) -u,"1~1'... ~ »P/)&)1~1 (~~At~) -~k~ >41-1 7;<17 tJ/µ--~~ _, <_ip 1/ 5 : -PD 6~./eJ -(J>~~c..-Co/r• /~ -lb,~ t/4-yer 7;/rlp . -P/Vf) /?~l ---/,PPf>f (,u,rf w4b{) /? 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COJJPANY Model Settinas Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Number of Reoorted Sections Number of Internal Sections Member Area Load Mesh Size lin2) Consider Shear Deformation Consider Torsional Waroina Annroximate Mesh Size /in) Transfer Forces Between lntersectina Wood Walls Increase Wood Wall Nailina Caoacitv for Wind Loads Include P-Delta for Walls Ootimize Masonrv and Wood Walls Maximum Number of Iterations Sinale Multiole lOotimum) Maximum Global Axis corresoondina to vertical direction Convert Existina Data Default Global Plane for z-axis Plate Local Axis Orientation Hot Rolled Steel Stiffness Adiustment Notional Annex Connections Cold Formed Steel Stiffness Adiustment Wood ' Temoerature Concrete Masonrv Aluminum Structure Tvoe Stiffness Adiustment Stainless Stiffness Adiustment Comoression Stress Block Analvze usina Cracked Sections Leave room for horizontal rebar solices /2*d bar soacina) List forces which were ianored for desian in the Detail Reoort Column Min Steel Column Max Steel Rebar Material Scee Warn if beam-column framina arranaement is not understood Number of Shear Reaions Reaion 2 & 3 Soacina Increase Increment /in) Code Risk Cateaorv Drift Cat 10 100 144 Yes Yes 24 Yes Yes Yes Yes 3 No Yes No y Yes xz Global AISC 15th /360-16): ASD Yes /Tau=1 .0) None AISC 14th 1360-10): ASD AISI S100-16: ASD Yes /Tau=1 .0) AWC NDS-18: ASD < 100F ACI 318-19 TMS 402-16: ASD MADM1-15: ASD Buildina Yes /Tau=1.0) AISC 14th 1360-10): ASD Yes /Tau=1 .0) Rectanaular Stress Block Yes Yes Yes 1 8 ASTM A615 No 4 4 ASCE 7-16 I or II Other RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41 :20 PM Checked By : ___ _ Page 1 IIIRISA A Nt-'P,'fT5CHEK C0~4PANV Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Model Settinas (Continued) Base Elevation (ft) Include the weiaht of the structure in base shear calcs S (a) SD, (a) so. (a) T (sec) T Z (sec) TX (sec) CZ ex C,Exo. Z CExo. X RZ RX OnZ OnX c .z C.Y oz ox Yes 1 1 1 5 0.02 0.02 0.75 0.75 3 3 1 1 4 4 1 1 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41:20 PM Checked By : ___ _ Page2 IIIRISA -., NfMFTS!':H[ K COMPA.N'f Node Coordinates Label 1 N1 2 N2 3 N3 4 N4 5 N5 6 N6 7 N7 8 N8 9 N9 10 N10 11 N11 12 N12 13 N13 14 N14 15 N15 16 N16 17 N17 18 N18 19 N19 20 N20 21 N21 22 N22 23 N23 24 N24 25 N25 26 N26 Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore X fftl 0 55 110 0 55 110 0 55 110 0 55 110 27.5 27.5 82.5 82.5 27.5 82.5 27.5 82.5 27.5 82.5 13.75 13.75 96.25 96.25 Node Boundary Conditions Node Label X lk/inl Y lk/inl 1 N1 Reaction Reaction 2 N4 Reaction Reaction 3 N2 Reaction Reaction 4 N5 Reaction Reaction 5 N3 Reaction Reaction 6 N6 Reaction Reaction Hot Rolled Steel Properties Label E fksil G fksi] Nu 1 A992 29000 11154 0.3 2 A36 Gr.36 29000 11154 0.3 3 A572 Gr.50 29000 11154 0.3 4 A500 Gr.B RND 29000 11154 0.3 5 A500 Gr.B RECT 29000 11154 0.3 6 A500 Gr.C RND 29000 11154 0.3 7 A500 Gr.C RECT 29000 11154 0.3 8 A53 Gr.B 29000 11154 0.3 9 A1085 29000 11154 0.3 10 A913 Gr.65 29000 11154 0.3 Y rttl Z lftl -2 0 -2 0 -2 0 -2 60 -2 60 -2 60 20 0 20 0 20 0 20 60 20 60 20 60 26 20 26 40 26 20 26 40 26 37 26 37 26 23 26 23 26 30 26 30 23 50 23 10 23 50 23 10 Z lk/inl X Rot fk-ft/radl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction 3/30/2023 5:41 :20 PM Checked By : ___ _ Detach From Diaohragm Y Rot fk-ft/radl Z Rot [k-ft/radl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Therm Coeff 11 e5°F-1l Densitv lk/ft31 Yield lksil Rv Fu [ksil Rt 0.65 0.49 50 1.1 65 1.1 0.65 0.49 36 1.5 58 1.2 0.65 0.49 50 1.1 65 1.1 0.65 0.527 42 1.4 58 1.3 0.65 0.527 46 1.4 58 1.3 0.65 0.527 46 1.4 62 1.3 0.65 0.527 50 1.4 62 1.3 0.65 0.49 35 1.6 60 1.2 0.65 0.49 50 1.4 65 1.3 0.65 0.49 65 1.1 80 1.1 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ] Page 3 Company : CCI Designer : WCE IIIRISA Job Number : E3208 Model Name : BMoore Member Primary Data Label I Node J Node Section/Shape 1 M1 N1 N7 HSS12X12X5 2 M2 N4 N10 HSS12X12X5 3 M3 N2 N8 HSS12X12X6 4 M4 N5 N11 HSS12X12X6 5 M5 N3 N9 HSS12X12X5 6 M6 N6 N12 HSS12X12X5 7 M7 N10 N14 HSS10X10X6 8 MB N11 N14 HSS10X10X6 9 M9 N7 N13 HSS10X10X6 10 M10 N8 N13 HSS10X10X6 11 M11 N14 N13 HSS10X10X6 12 M12 N11 N16 HSS10X10X6 13 M13 N12 N16 HSS10X10X6 14 M14 N8 N15 HSS10X10X6 15 M15 N9 N15 HSS10X10X6 16 M16 N16 N15 HSS10X10X6 17 M17 N10 N7 5/8"DIA.ROD 18 M18 N12 N9 5/8"DIA.ROD 19 M19 N10 N11 5I8"DIA.ROD 20 M20 N11 N12 5I8"DIA.ROD 21 M21 N7 N8 5I8"DIA.ROD 22 M22 N8 N9 5I8"DIA.ROD Hot Rolled Steel Design Parameters Label Shaoe Lenath fftl 1 M1 HSS12X12X5 22 2 M2 HSS12X12X5 22 3 M3 HSS12X12X6 22 4 M4 HSS12X12X6 22 5 M5 HSS12X12X5 22 6 M6 HSS12X12X5 22 7 M7 HSS10X10X6 34.529 8 M8 HSS10X10X6 34.529 9 M9 HSS10X10X6 34.529 10 M10 HSS10X10X6 34.529 11 M11 HSS10X10X6 20 12 M12 HSS10X10X6 34.529 13 M13 HSS10X10X6 34.529 14 M14 HSS10X10X6 34.529 15 M15 HSS10X10X6 34.529 16 M16 HSS10X10X6 20 17 M17 5I8"DIA.ROD 60 18 M18 5/8"DIA.ROD 60 19 M19 5/8"DIA.ROD 55 20 M20 5/B"DIA.ROD 55 21 M21 5/8"DIA. ROD 55 22 M22 5/8"DIA.ROD 55 Basic Load Cases BLC Descri tion Cate o 1 dead DL 2 live RLL Tvoe Column Column Column Column Column Column Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Beam Lcomo too fftl Lbvv Lbvv Lbw Lbvv Lbw Lbvv Lbw Lbvv Lbw Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbvv Lbw Lbvv Lbw Lbvv Y Gravit -1 Desian List Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube Tube BAR BAR BAR BAR BAR BAR 3/30/2023 5:41 :20 PM Checked By : ___ _ Material Desiqn Rule A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvoical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvaical A500 Gr.B RECT Tvnical A500 Gr.B RECT Tvnical Channel Conn a lftl Function N/A NIA Lateral N/A N/A Lateral N/A N/A Lateral N/A N/A Lateral NIA N/A Lateral N/A N/A Lateral NIA NIA Lateral NIA N/A Lateral NIA N/A Lateral N/A N/A Lateral N/A NIA Lateral N/A N/A Lateral NIA NIA Lateral N/A N/A Lateral NIA N/A Lateral N/A NIA Lateral NIA N/A Lateral N/A N/A Lateral NIA NIA Lateral N/A NIA Lateral N/A NIA Lateral N/A N/A Lateral Nodal Distributed Area Member 5 5 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 4 IIIRISA A NEMr?SCHfl<. COMPANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Basic Load Cases (Continued/ BLC Description Cateaorv 3 windx WLX 4 wind z WLZ 5 BLC 1 Transient Area Loads None 6 BLC 2 Transient Area Loads None Member Area Loads (BLC 1 : dead/ Node A Node 8 Node C 1 N10 N7 N13 2 N7 N9 N15 3 N9 N12 N16 4 N12 N10 N14 5 N14 N13 N15 Member Area Loads (BLC 2 : live/ Node A Node 8 Node C 1 N10 N7 N13 2 N7 N9 N15 3 N9 N12 N16 4 N12 N10 N14 5 N14 N13 N15 Y Gravitv Node D Direction N14 y N13 y N15 y N16 y N16 y Node D Direction N14 y N13 y N15 y N16 y N16 y Node Loads and Enforced Displacements (BLC 3 : wind x/ Nodal Distributed 53 16 53 14 326 326 Load Direction TwoWav TwoWav TwoWav TwoWav TwoWav Load Direction TwoWav TwoWav TwoWav TwoWav TwoWav 3/30/2023 5:41 :20 PM Checked By : ___ _ Area(Member) Maanitude [ksf] -0.00072 -0.00072 -0.00072 -0.00072 -0.00072 Maanitude fksfl -0.005 -0.005 -0.005 -0.005 -0.005 ' ' -' ' ' ' Node Label L D M Direction Maonitude f(k k ft\ /in rad\ /k*s2/ft k*s2*ft)l 1 N7 L X 1.5 2 N10 L X 1.5 3 N9 L X -1 .5 4 N12 L X -1.5 5 N7 L z 1.5 6 N9 L z 1.5 7 N10 L z -1 .5 8 N12 L z -1.5 9 N10 L X 1 10 N7 L X 1 11 N9 L X -1 12 N1 2 L X -1 13 N7 L z 1 14 N9 L z 1 15 N12 L z -1 16 N10 L z -1 17 N17 L y -0.707 18 N18 L y -0.707 19 N19 L y -0.707 20 N17 L z 0.707 21 N18 L z 0.707 22 N19 L z -0.707 23 N20 L z -0.707 24 N24 L z 0.355 25 N26 L z 0.355 26 N23 L z -0.355 27 N25 L z -0.355 28 N13 L y -0.355 29 N14 L y -0.355 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 5 Company : CCI Designer : WCE 3/30/2023 5:41 :20 PM IIIRISA Job Number : E3208 Model Name : BMoore Checked By : ___ _ A. NFMETSCHFk. COMPANY Node Loads and Enforced Displacements (BLC 3 : wind x) (Continued) Node Label L, D, M Direction Mai:initude [(k, k-ft), (in, rad), (k*s2/ft, k*s2*ft)l 30 N21 L y -0.355 31 N15 L y -0.355 32 N22 L y -0.355 33 N16 L y -0.355 34 N13 L X -0.355 35 N21 L X -0.355 36 N14 L X -0.355 37 N15 L X 0.355 38 N22 L X 0.355 39 N16 L X 0.355 40 N13 L X 0.667 41 N21 L X 0.667 42 N14 L X 0.667 43 N15 L X -0.667 44 N22 L X -0.667 45 N16 L X -0.667 46 N8 L z 1.415 47 N11 L z -1.415 48 N11 L y 1.415 49 N8 L y 1.415 50 N8 L z 1.414 51 N11 L z -1.414 52 N8 L y 1.414 53 N11 L y 1.414 Node Loads and Enforced Displacements (BLC 4 : wind z) Node Label L, D, M Direction Mai:initude [(k, k-ft), (in, rad), (k*s2/ft, k*s2*ft)J 1 N7 L X 1.5 2 N10 L X 1.5 3 N9 L X -1.5 4 N12 L X -1 .5 5 N7 L z 1.5 6 N9 L z 1.5 7 N10 L z -1 .5 8 N12 L z -1 .5 9 N10 L X 1 10 N7 L X 1 11 N9 L X -1 12 N12 L X -1 13 N7 L z 1 14 N9 L z 1 15 N12 L z -1 16 N10 L z -1 17 N17 L y -0.707 18 N18 L y -0.707 19 N19 L y -0.707 20 N17 L z 0.707 21 N18 L z 0.707 22 N19 L z -0.707 23 N20 L z -0.707 24 N24 L z 0.355 25 N26 L z 0.355 26 N23 L z -0.355 27 N25 L z -0.355 28 N13 L y -0.355 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d) Page6 IIIRISA A ~fMfTSCHE-~ COMPANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Node Loads and Enforced Displacements (BLC 4 : wind z) (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ ' ' ' ' ' ' ' Node Label L D M Direction Maqnitude f(k k-ft) (in rad) (k*s2/ft k*s2*ft)l 29 N14 L y -0.355 30 N21 L y -0.355 31 N15 L y -0.355 32 N22 L y -0.355 33 N16 L y -0.355 34 N13 L X -0.355 35 N21 L X -0.355 36 N14 L X -0.355 37 N15 L X 0.355 38 N22 L X 0.355 39 N16 L X 0.355 40 N13 L X 0.667 41 N21 L X 0.667 42 N14 L X 0.667 43 N15 L X -0.667 44 N22 L X -0.667 45 N16 L X -0.667 46 N8 L z 1.415 47 N11 L z -1.415 48 N11 L y 1.415 49 N8 L y 1.415 50 N8 L z 1.414 51 N11 L z -1.414 52 N8 L y 1.414 53 N11 L y 1.414 Member Point Loads No Data to Print. .. Member Distributed Loads (BLC 3 : wind x) Member Label Direction Start Maanitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location rift, % \1 End Location f(ft, %)1 1 M1 X 0.028 0.028 0 %100 2 M2 X 0.028 0.028 0 %100 3 M3 X 0.028 0.028 0 %100 4 M4 X 0.028 0.028 0 %100 5 MS X 0.028 0.028 0 %100 6 M6 X 0.028 0.028 0 %100 7 M11 X 0.024 0.024 0 %100 8 M7 X 0.024 0.024 0 %100 9 M9 X 0.024 0.024 0 %100 10 M10 X 0.024 0.024 0 %100 11 M8 X 0.024 0.024 0 %100 12 M16 X 0.024 0.024 0 %100 13 M14 X 0.024 0.024 0 %100 14 M12 X 0.024 0.024 0 %100 15 M15 X 0.024 0.024 0 %100 16 M13 X 0.024 0.024 0 %100 Member Distributed Loads (BLC 4 : wind z) Member Label Direction Start Maanitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location flft, % \l End Location [(ft, %)1 1 M1 z 0.028 0.028 0 %100 2 M2 z 0.028 0.028 0 %100 3 M3 z 0.028 0.028 0 %100 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 7 IIIRISA /it NfMfTSCHElil. CO..,PANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 4 : wind z) (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Label Direction Start Maanitude [k/ft, F ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location [(ft, % )l End Location [(ft, %)1 4 M4 z 0.028 0.028 0 %100 5 M5 z 0.028 0.028 0 %100 6 M6 z 0.028 0.028 0 %100 7 M7 z 0.024 0.024 0 %100 8 M9 z 0.024 0.024 0 %100 9 M10 z 0.024 0.024 0 %100 10 M8 z 0.024 0.024 0 %100 11 M14 z 0.024 0.024 0 %100 12 M12 z 0.024 0.024 0 %100 13 M15 z 0.024 0.024 0 %100 14 M13 z 0.024 0.024 0 %1 00 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Maanitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location [(ft, % Y End Location !(ft, %)1 1 M7 y -6.798e-5 -0.001 0 2.031 2 M7 y -0.001 -0.003 2.031 4.062 3 M7 y -0.003 -0.004 4.062 6.093 4 M7 y -0.004 -0.005 6.093 8.124 5 M7 y -0.005 -0.006 8.124 10.156 6 M7 y -0.006 -0.008 10.156 12.187 7 M7 y -0.008 -0.009 12.187 14.218 8 M7 y -0.009 -0.01 14.218 16.249 9 M7 y -0.01 -0.011 16.249 18.28 10 M7 y -0.011 -0.013 18.28 20.311 11 M7 y -0.013 -0.014 20.311 22.342 12 M7 y -0.014 -0.015 22.342 24.373 13 M7 y -0.015 -0.016 24.373 26.405 14 M7 y -0.016 -0.014 26.405 28.436 15 M7 y -0.014 -0.009 28.436 30.467 16 M7 y -0.009 -0.005 30.467 32.498 17 M7 y -0.005 -0.0001973 32.498 34.529 18 M9 y -0.0001955 -0.001 0 2.031 19 M9 y -0.001 -0.003 2.031 4.062 20 M9 y -0.003 -0.004 4.062 6.093 21 M9 y -0.004 -0.005 6.093 8.124 22 M9 y -0.005 -0.007 8.124 10.156 23 M9 y -0.007 -0.008 10.156 12.187 24 M9 y -0.008 -0.009 12.187 14.218 25 M9 y -0.009 -0.01 14.218 16.249 26 M9 y -0.01 -0.011 16.249 18.28 27 M9 y -0.011 -0.012 18.28 20.311 28 M9 y -0.012 -0.013 20.311 22.342 29 M9 y -0.013 -0.015 22.342 24.373 30 M9 y -0.015 -0.017 24.373 26.405 31 M9 y -0.017 -0.014 26.405 28.436 32 M9 y -0.014 -0.01 28.436 30.467 33 M9 y -0.01 -0.005 30.467 32.498 34 M9 y -0.005 -8.158e-5 32.498 34.529 35 M11 y -0.0006379 -0.003 0 2 36 M11 y -0.003 -0.006 2 4 37 M11 y -0.006 -0.009 4 6 38 M11 y -0.009 -0.01 6 8 39 M11 y -0.01 -0.01 8 10 40 M11 y -0.01 -0.01 10 12 41 M11 y -0.01 -0.008 12 14 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d) Page 8 IIIRISA I>, NFMETSCH£.,_ CCl\tPANV Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maanitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft F, ksf, k-ft/ft 42 M11 y -0.008 -0.005 43 M11 y -0.005 -0.003 44 M11 y -0.003 -0.0001179 45 M17 y -7.094e-6 -0.0006344 46 M17 y -0.0006344 -0.001 47 M17 y -0.001 -0.002 48 M17 y -0.002 -0.003 49 M17 y -0.003 -0.004 50 M17 y -0.004 -0.005 51 M17 y -0.005 -0.005 52 M17 y -0.005 -0.006 53 M17 y -0.006 -0.006 54 M17 y -0.006 -0.007 55 M17 y -0.007 -0.008 56 M17 y -0.008 -0.009 57 M17 y -0.009 -0.01 58 M17 y -0.01 -0.01 59 M17 y -0.01 -0.01 60 M17 y -0.01 -0.01 61 M17 y -0.01 -0.009 62 M17 y -0.009 -0.009 63 M17 y -0.009 -0.008 64 M17 y -0.008 -0.008 65 M17 y -0.008 -0.007 66 M17 y -0.007 -0.006 67 M17 y -0.006 -0.005 68 M17 y -0.005 -0.005 69 M17 y -0.005 -0.004 70 M17 y -0.004 -0.003 71 M17 y -0.003 -0.002 72 M17 y -0.002 -0.002 73 M17 y -0.002 -0.0008353 74 M17 y -0.0008353 -7.094e-6 75 M10 y -7.646e-5 -0.002 76 M10 y -0.002 -0.005 77 M10 y -0.005 -0.007 78 M10 y -0.007 -0.01 79 M10 y -0.01 -0.012 80 M10 y -0.012 -0.014 81 M10 y -0.014 -0.015 82 M10 y -0.015 -0.014 83 M10 y -0.014 -0.013 84 M10 y -0.013 -0.012 85 M10 y -0.012 -0.012 86 M10 y -0.012 -0.012 87 M10 y -0.012 -0.011 88 M10 y -0.011 -0.009 89 M10 y -0.009 -0.006 90 M10 y -0.006 -0.003 91 M10 y -0.003 -7.646e-5 92 M14 y -7.496e-5 -0.003 93 M14 y -0.003 -0.005 94 M14 y -0.005 -0.007 95 M14 y -0.007 -0.01 96 M14 y -0.01 -0.012 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41 :20 PM Checked By : ___ _ Start Location l(ft, %)1 End Location rm, %)1 14 16 16 18 18 20 0 2 2 4 4 6 6 8 8 10 10 12 12 14 14 16 16 18 18 20 20 22 22 24 24 26 26 28 28 30 30 32 32 34 34 36 36 38 38 40 40 42 42 44 44 46 46 48 48 50 50 52 52 54 54 56 56 58 58 60 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 Page 9 IIIR ISA Company : CCI Designer : WCE Job Number : E3208 ~Ne-1rrscHfKco"'P""' Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads} (Continued} Member Label Direction Start Maqnitude lk/ft, F, ksf, k-ft/ft' End Maqnitude lk/ft, F, ksf, k-ft/ft' 97 M14 y -0.012 -0.014 98 M14 y -0.014 -0.015 99 M14 y -0.015 -0.014 100 M14 y -0.014 -0.013 101 M14 y -0.013 -0.013 102 M14 y -0.013 -0.012 103 M14 y -0.012 -0.012 104 M14 y -0.012 -0.011 105 M14 y -0.011 -0.009 106 M14 y -0.009 -0.006 107 M14 y -0.006 -0.003 108 M14 y -0.003 -7.496e-5 109 M15 y -6.798e-5 -0.001 110 M15 y -0.001 -0.003 111 M15 y -0.003 -0.004 112 M15 y -0.004 -0.005 113 M15 y -0.005 -0.006 114 M15 y -0.006 -0.008 115 M15 y -0.008 -0.009 116 M15 y -0.009 -0.01 117 M15 y -0.01 -0.011 118 M15 y -0.011 -0.013 119 M15 y -0.013 -0.014 120 M15 y -0.014 -0.015 121 M15 y -0.015 -0.016 122 M15 y -0.016 -0.014 123 M15 y -0.014 -0.009 124 M15 y -0.009 -0.005 125 M15 y -0.005 -0.0001973 126 M21 y -8.971e-5 -0.0005276 127 M21 y -0.0005276 -0.0009193 128 M21 y -0.0009193 -0.002 129 M21 y -0.002 -0.002 130 M21 y -0.002 -0.002 131 M21 y -0.002 -0.003 132 M21 y -0.003 -0.003 133 M21 y -0.003 -0.004 134 M21 y -0.004 -0.005 135 M21 y -0.005 -0.005 136 M21 y -0.005 -0.005 137 M21 y -0.005 -0.006 138 M21 y -0.006 -0.006 139 M21 y -0.006 -0.007 140 M21 y -0.007 -0.006 141 M21 y -0.006 -0.005 142 M21 y -0.005 -0.005 143 M21 y -0.005 -0.004 144 M21 y -0.004 -0.004 145 M21 y -0.004 -0.003 146 M21 y -0.003 -0.003 147 M21 y -0.003 -0.002 148 M21 y -0.002 -0.002 149 M21 y -0.002 -0.001 150 M21 y -0.001 -0.001 151 M21 y -0.001 -0.000525 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41 :20 PM Checked By : ___ _ Start Location l(ft, %)' End Location [(ft, %) 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.037 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 24.444 26.481 26.481 28.519 28.519 30.556 30.556 32.593 32.593 34.63 34.63 36.667 36.667 38.704 38.704 40.741 40.741 42.778 42.778 44.815 44.815 46.852 46.852 48.889 48.889 50.926 50.926 52.963 Page 10 IIIRISA ,. Nf'-~ET5CHft< COUPA.NY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) 3/30/2023 5:41:20 PM Checked By : ___ _ Member Label Direction Start Magnitude [k/ft F, ksf, k-ft/ftl End Maanitude [k/ft, F, ksf, k-ft/ft] Start Location rift, %Y End Location [(ft, %)] 152 M21 y -0.000525 -9.226e-5 52.963 55 153 M22 y -8.971e-5 -0.0005276 0 2.037 154 M22 y -0.0005276 -0.0009193 2.037 4.074 155 M22 y -0.0009193 -0.002 4.074 6.111 156 M22 y -0.002 -0.002 6.111 8.148 157 M22 y -0.002 -0.002 8.148 10.185 158 M22 y -0.002 -0.003 10.185 12.222 159 M22 y -0.003 -0.003 12.222 14.259 160 M22 y -0.003 -0.004 14.259 16.296 161 M22 y -0.004 -0.005 16.296 18.333 162 M22 y -0.005 -0.005 18.333 20.37 163 M22 y -0.005 -0.005 20.37 22.407 164 M22 y -0.005 -0.006 22.407 24.444 165 M22 y -0.006 -0.006 24.444 26.481 166 M22 y -0.006 -0.007 26.481 28.519 167 M22 y -0.007 -0.006 28.519 30.556 168 M22 y -0.006 -0.005 30.556 32.593 169 M22 y -0.005 -0.005 32.593 34.63 170 M22 y -0.005 -0.004 34.63 36.667 171 M22 y -0.004 -0.004 36.667 38.704 172 M22 y -0.004 -0.003 38.704 40.741 173 M22 y -0.003 -0.003 40.741 42.778 174 M22 y -0.003 -0.002 42.778 44.815 175 M22 y -0.002 -0.002 44.815 46.852 176 M22 y -0.002 -0.001 46.852 48.889 177 M22 y -0.001 -0.001 48.889 50.926 178 M22 y -0.001 -0.000525 50.926 52.963 179 M22 y -0.000525 -9.226e-5 52.963 55 180 M13 y -0.0001955 -0.001 0 2.031 181 M13 y -0.001 -0.003 2.031 4.062 182 M13 y -0.003 -0.004 4.062 6.093 183 M13 y -0.004 -0.005 6.093 8.124 184 M13 y -0.005 -0.007 8.124 10.156 185 M13 y -0.007 -0.008 10.156 12.187 186 M13 y -0.008 -0.009 12.187 14.218 187 M13 y -0.009 -0.01 14.218 16.249 188 M13 y -0.01 -0.011 16.249 18.28 189 M13 y -0.011 -0.012 18.28 20.311 190 M13 y -0.012 -0.013 20.311 22.342 191 M13 y -0.013 -0.015 22.342 24.373 192 M13 y -0.015 -0.017 24.373 26.405 193 M13 y -0.017 -0.014 26.405 28.436 194 M13 y -0.014 -0.01 28.436 30.467 195 M13 y -0.01 -0.005 30.467 32.498 196 M13 y -0.005 -8.158e-5 32.498 34.529 197 M16 y -0.0001179 -0.003 0 2 198 M16 y -0.003 -0.005 2 4 199 M16 y -0.005 -0.008 4 6 200 M16 y -0.008 -0.01 6 8 201 M16 y -0.01 -0.01 8 10 202 M16 y -0.01 -0.01 10 12 203 M16 y -0.01 -0.009 12 14 204 M16 y -0.009 -0.006 14 16 205 M16 y -0.006 -0.003 16 18 206 M16 y -0.003 -0.0006379 18 20 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 11 IIIRISA A NH<FTSCHE~ COVPAN¥ Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) 3/30/2023 5:41:20 PM Checked By : ___ _ Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ft] End MaQnitude [k/ft, F, ksf, k-ft/ftl Start Location [(ft, %)1 End Location [(ft, %)1 207 M18 y -7.094e-6 -0.0008353 0 2 208 M18 y -0.0008353 -0.002 2 4 209 M18 y -0.002 -0.002 4 6 210 M18 y -0.002 -0.003 6 8 211 M18 y -0.003 -0.004 8 10 212 M18 y -0.004 -0.005 10 12 213 M18 y -0.005 -0.005 12 14 214 M18 y -0.005 -0.006 14 16 215 M18 y -0.006 -0.007 16 18 216 M18 y -0.007 -0.008 18 20 217 M18 y -0.008 -0.008 20 22 218 M18 y -0.008 -0.009 22 24 219 M18 y -0.009 -0.009 24 26 220 M18 y -0.009 -0.01 26 28 221 M18 y -0.01 -0.01 28 30 222 M18 y -0.01 -0.01 30 32 223 M18 y -0.01 -0.01 32 34 224 M18 y -0.01 -0.009 34 36 225 M18 y -0.009 -0.008 36 38 226 M18 y -0.008 -0.007 38 40 227 M18 y -0.007 -0.006 40 42 228 M18 y -0.006 -0.006 42 44 229 M18 y -0.006 -0.005 44 46 230 M18 y -0.005 -0.005 46 48 231 M18 y -0.005 -0.004 48 50 232 M18 y -0.004 -0.003 50 52 233 M18 y -0.003 -0.002 52 54 234 M18 y -0.002 -0.001 54 56 235 M18 y -0.001 -0.0006344 56 58 236 M18 y -0.0006344 -7.094e-6 58 60 237 M8 y -7.496e-5 -0.003 0 2.031 238 M8 y -0.003 -0.005 2.031 4.062 239 M8 y -0.005 -0.007 4.062 6.093 240 M8 y -0.007 -0.01 6.093 8.124 241 M8 y -0.01 -0.012 8.124 10.156 242 M8 y -0.012 -0.014 10.156 12.1 87 243 M8 y -0.014 -0.015 12.187 14.218 244 M8 y -0.015 -0.014 14.218 16.249 245 M8 y -0.014 -0.013 16.249 18.28 246 M8 y -0.013 -0.013 18.28 20.311 247 M8 y -0.013 -0.012 20.311 22.342 248 M8 y -0.012 -0.012 22.342 24.373 249 M8 y -0.012 -0.011 24.373 26.405 250 M8 y -0.011 -0.009 26.405 28.436 251 M8 y -0.009 -0.006 28.436 30.467 252 M8 y -0.006 -0.003 30.467 32.498 253 M8 y -0.003 -7.496e-5 32.498 34.529 254 M12 y -7.646e-5 -0.002 0 2.031 255 M12 y -0.002 -0.005 2.031 4.062 256 M12 y -0.005 -0.007 4.062 6.093 257 M12 y -0.007 -0.01 6.093 8.124 258 M12 y -0.01 -0.012 8.124 10.156 259 M12 y -0.012 -0.014 10.156 12.187 260 M12 y -0.014 -0.015 12.187 14.218 261 M12 y -0.015 -0.014 14.218 16.249 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 12 IIIRISA A.NfM!::TSCH(K COMPAN'f' Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) Member Label Direction Start Maonitude lk/fl, F, ksf, k-ft/ftl End Maanitude lk/fl, F, ksf, k-ft/ftl 262 M12 y -0.014 -0.013 263 M12 y -0.013 -0.012 264 M12 y -0.012 -0.012 265 M12 y -0.012 -0.012 266 M12 y -0.012 -0.011 267 M12 y -0.011 -0.009 268 M12 y -0.009 -0.006 269 M12 y -0.006 -0.003 270 M12 y -0.003 -7.646e-5 271 M19 y -9.226e-5 -0.000525 272 M19 y -0.000525 -0.001 273 M19 y -0.001 -0.001 274 M19 y -0.001 -0.002 275 M19 y -0.002 -0.002 276 M19 y -0.002 -0.003 277 M19 y -0.003 -0.003 278 M19 y -0.003 -0.004 279 M19 y -0.004 -0.004 280 M19 y -0.004 -0.005 281 M19 y -0.005 -0.005 282 M19 y -0.005 -0.006 283 M19 y -0.006 -0.007 284 M19 y -0.007 -0.006 285 M19 y -0.006 -0.006 286 M19 y -0.006 -0.005 287 M19 y -0.005 -0.005 288 M19 y -0.005 -0.005 289 M19 y -0.005 -0.004 290 M19 y -0.004 -0.003 291 M19 y -0.003 -0.003 292 M19 y -0.003 -0.002 293 M19 y -0.002 -0.002 294 M19 y -0.002 -0.002 295 M19 y -0.002 -0.0009193 296 M19 y -0.0009193 -0.0005276 297 M19 y -0.0005276 -8.971e-5 298 M20 y -9.226e-5 -0.000525 299 M20 y -0.000525 -0.001 300 M20 y -0.001 -0.001 301 M20 y -0.001 -0.002 302 M20 y -0.002 -0.002 303 M20 y -0.002 -0.003 304 M20 y -0.003 -0.003 305 M20 y -0.003 -0.004 306 M20 y -0.004 -0.004 307 M20 y -0.004 -0.005 308 M20 y -0.005 -0.005 309 M20 y -0.005 -0.006 310 M20 y -0.006 -0.007 311 M20 y -0.007 -0.006 312 M20 y -0.006 -0.006 313 M20 y -0.006 -0.005 314 M20 y -0.005 -0.005 315 M20 y -0.005 -0.005 316 M20 y -0.005 -0.004 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ] 3/30/2023 5:41:20 PM Checked By : ___ _ Start Location !(ft,%)' End Location I/ft, %Y 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.037 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 24.444 26.481 26.481 28.519 28.519 30.556 30.556 32.593 32.593 34.63 34.63 36.667 36.667 38.704 38.704 40.741 40.741 42.778 42.778 44.815 44.815 46.852 46.852 48.889 48.889 50.926 50.926 52.963 52.963 55 0 2.037 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 24.444 26.481 26.481 28.519 28.519 30.556 30.556 32.593 32.593 34.63 34.63 36.667 36.667 38.704 Page 13 IIIRISA A NFMFTSCHfX COMPANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads> (Continued> 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Label Direction Start Maanitude fk/ft, F, ksf, k-ft/ftl End Maanitude fk/ft, F, ksf, k-ft/ftl Start Location f(ft, %)1 End Location f(ft, %)1 317 M20 y -0.004 -0.003 38.704 40.741 318 M20 y -0.003 -0.003 40.741 42.778 319 M20 y -0.003 -0.002 42.778 44.815 320 M20 y -0.002 -0.002 44.815 46.852 321 M20 y -0.002 -0.002 46.852 48.889 322 M20 y -0.002 -0.0009193 48.889 50.926 323 M20 y -0.0009193 -0.0005276 50.926 52.963 324 M20 y -0.0005276 -8.971e-5 52.963 55 325 M11 y -0.02 -0.02 0 20 326 M16 y -0.02 -0.02 1.431e-13 20 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads> Member Label Direction Start Maanitude fk/ft, F, ksf, k-ft/ftl End Magnitude fk/ft, F, ksf, k-ft/ftl Start Location f(ft, %)1 End Location [(ft, %)] 1 M16 y -0.072 -0.07 10 12 2 M16 y -0.07 -0.06 12 14 3 M16 y -0.06 -0.04 14 16 4 M16 y -0.04 -0.02 16 18 5 M16 y -0.02 -0.004 18 20 6 M18 y -4.927e-5 -0.006 0 2 7 M18 y -0.006 -0.011 2 4 8 M18 y -0.011 -0.014 4 6 9 M18 y -0.014 -0.02 6 8 10 M18 y -0.02 -0.026 8 10 11 M18 y -0.026 -0.032 10 12 12 M18 y -0.032 -0.037 12 14 13 M18 y -0.037 -0.042 14 16 14 M18 y -0.042 -0.048 16 18 15 M18 y -0.048 -0.053 18 20 16 M18 y -0.053 -0.057 20 22 17 M18 y -0.057 -0.061 22 24 18 M18 y -0.061 -0.065 24 26 19 M18 y -0.065 -0.069 26 28 20 M18 y -0.069 -0.071 28 30 21 M18 y -0.071 -0.07 30 32 22 M18 y -0.07 -0.067 32 34 23 M18 y -0.067 -0.063 34 36 24 M18 y -0.063 -0.059 36 38 25 M18 y -0.059 -0.051 38 40 26 M18 y -0.051 -0.044 40 42 27 M18 y -0.044 -0.042 42 44 28 M18 y -0.042 -0.036 44 46 29 M18 y -0.036 -0.032 46 48 30 M18 y -0.032 -0.027 48 50 31 M18 y -0.027 -0.019 50 52 32 M18 y -0.019 -0.015 52 54 33 M18 y -0.015 -0.01 54 56 34 M18 y -0.01 -0.004 56 58 35 M18 y -0.004 -4.927e-5 58 60 36 MS y -0.0005206 -0.018 0 2.031 37 M8 y -0.018 -0.034 2.031 4.062 38 MS y -0.034 -0.048 4.062 6.093 39 M8 y -0.048 -0.069 6.093 8.124 40 MS y -0.069 -0.085 8.124 10.156 41 M8 y -0.085 -0.095 10.156 12.187 42 MS y -0.095 -0.102 12.187 14.218 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d) Page 14 IIIRISA AJ,,ifMETS(;HEK COMPANY' Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitude [k/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F ksf, k-ft/ft' 43 M8 y -0.102 -0.099 44 MS y -0.099 -0.093 45 MS y -0.093 -0.087 46 MS y -0.087 -0.083 47 MS y -0.083 -0.082 48 MS y -0.082 -0.077 49 MS y -0.077 -0.06 50 MS y -0.06 -0.042 51 MS y -0.042 -0.024 52 MS y -0.024 -0.0005206 53 M12 y -0.000531 -0.017 54 M12 y -0.017 -0.033 55 M12 y -0.033 -0.052 56 M12 y -0.052 -0.07 57 M12 y -0.07 -0.086 58 M12 y -0.086 -0.1 59 M12 y -0.1 -0.102 60 M12 y -0.102 -0.097 61 M12 y -0.097 -0.093 62 M12 y -0.093 -0.087 63 M12 y -0.087 -0.083 64 M12 y -0.083 -0.081 65 M12 y -0.081 -0.076 66 M12 y -0.076 -0.062 67 M12 y -0.062 -0.043 68 M12 y -0.043 -0.022 69 M12 y -0.022 -0.000531 70 M19 y -0.0006407 -0.004 71 M19 y -0.004 -0.007 72 M19 y -0.007 -0.01 73 M19 y -0.01 -0.013 74 M19 y -0.013 -0.017 75 M19 y -0.017 -0.019 76 M19 y -0.019 -0.024 77 M19 y -0.024 -0.03 78 M19 y -0.03 -0.031 79 M19 y -0.031 -0.034 80 M19 y -0.034 -0.037 81 M19 y -0.037 -0.041 82 M19 y -0.041 -0.047 83 M19 y -0.047 -0.043 84 M19 y -0.043 -0.039 85 M19 y -0.039 -0.037 86 M19 y -0.037 -0.035 87 M19 y -0.035 -0.032 88 M19 y -0.032 -0.026 89 M19 y -0.026 -0.023 90 M19 y -0.023 -0.022 91 M19 y -0.022 -0.017 92 M19 y -0.017 -0.014 93 M19 y -0.014 -0.011 94 M19 y -0.011 -0.006 95 M19 y -0.006 -0.004 96 M19 y -0.004 -0.000623 97 M20 y -0.0006407 -0.004 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41:20 PM Checked By : ___ _ Start Location I/ft, % ) End Location [(ft, %) 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.31 1 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.037 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 24.444 26.481 26.481 28.519 28.519 30.556 30.556 32.593 32.593 34.63 34.63 36.667 36.667 38.704 38.704 40.741 40.741 42.778 42.778 44.815 44.815 46.852 46.852 48.889 48.889 50.926 50.926 52.963 52.963 55 0 2.037 Page 15 IIIRISA Company : CCI Designer : WCE Job Number : E3208 •Nr~•nscHE~co.,.P..vi, Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Macinitude [k/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl 98 M20 y -0.004 -0.007 99 M20 y -0.007 -0.01 100 M20 y -0.01 -0.013 101 M20 y -0.013 -0.017 102 M20 y -0.017 -0.019 103 M20 y -0.019 -0.024 104 M20 y -0.024 -0.03 105 M20 y -0.03 -0.031 106 M20 y -0.031 -0.034 107 M20 y -0.034 -0.037 108 M20 y -0.037 -0.041 109 M20 y -0.041 -0.047 110 M20 y -0.047 -0.043 111 M20 y -0.043 -0.039 112 M20 y -0.039 -0.037 113 M20 y -0.037 -0.035 114 M20 y -0.035 -0.032 115 M20 y -0.032 -0.026 116 M20 y -0.026 -0.023 117 M20 y -0.023 -0.022 118 M20 y -0.022 -0.017 119 M20 y -0.017 -0.014 120 M20 y -0.014 -0.011 121 M20 y -0.011 -0.006 122 M20 y -0.006 -0.004 123 M20 y -0.004 -0.000623 124 M11 y -0.138 -0.138 125 M16 y -0.138 -0.138 126 M7 y -0.0004721 -0.01 127 M7 y -0.01 -0.019 128 M7 y -0.019 -0.027 129 M7 y -0.027 -0.036 130 M7 y -0.036 -0.045 131 M7 y -0.045 -0.052 132 M7 y -0.052 -0.06 133 M7 y -0.06 -0.07 134 M7 y -0.07 -0.078 135 M7 y -0.078 -0.088 136 M7 y -0.088 -0.095 137 M7 y -0.095 -0.103 138 M7 y -0.103 -0.111 139 M7 y -0.111 -0.097 140 M7 y -0.097 -0.066 141 M7 y -0.066 -0.032 142 M7 y -0.032 -0.001 143 M9 y -0.001 -0.009 144 M9 y -0.009 -0.018 145 M9 y -0.018 -0.026 146 M9 y -0.026 -0.035 147 M9 y -0.035 -0.046 148 M9 y -0.046 -0.053 149 M9 y -0.053 -0.064 150 M9 y -0.064 -0.072 151 M9 y -0.072 -0.075 152 M9 y -0.075 -0.084 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41 :20 PM Checked By : ___ _ Start Location [(ft, %)1 End Location [(ft %}] 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 24.444 26.481 26.481 28.51 9 28.519 30.556 30.556 32.593 32.593 34.63 34.63 36.667 36.667 38.704 38.704 40.741 40.741 42.778 42.778 44.815 44.815 46.852 46.852 48.889 48.889 50.926 50.926 52.963 52.963 55 0 20 1.431e-13 20 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 Page 16 IIIRISA A NE'METSCHff>;, COMPANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Label Direction Start Maonitude lk/ft, F, ksf, k-ft/ft] End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location f(ft, %)1 End Location f(ft, %)1 153 M9 y -0.084 -0.092 20.311 22.342 154 M9 y -0.092 -0.105 22.342 24.373 155 M9 y -0.105 -0.116 24.373 26.405 156 M9 y -0.116 -0.098 26.405 28.436 157 M9 y -0.098 -0.066 28.436 30.467 158 M9 y -0.066 -0.035 30.467 32.498 159 M9 y -0.035 -0.0005665 32.498 34.529 160 M11 y -0.004 -0.02 0 2 161 M11 y -0.02 -0.04 2 4 162 M11 y -0.04 -0.06 4 6 163 M11 y -0.06 -0.07 6 8 164 M11 y -0.07 -0.072 8 10 165 M11 y -0.072 -0.071 10 12 166 M11 y -0.071 -0.056 12 14 167 M11 y -0.056 -0.037 14 16 168 M11 y -0.037 -0.02 16 18 169 M11 y -0.02 -0.0008189 18 20 170 M17 y -4.927e-5 -0.004 0 2 171 M17 y -0.004 -0.01 2 4 172 M17 y -0.01 -0.015 4 6 173 M17 y -0.015 -0.019 6 8 174 M17 y -0.019 -0.027 8 10 175 M17 y -0.027 -0.032 10 12 176 M17 y -0.032 -0.036 12 14 177 M17 y -0.036 -0.042 14 16 178 M17 y -0.042 -0.044 16 18 179 M17 y -0.044 -0.051 18 20 180 M17 y -0.051 -0.059 20 22 181 M17 y -0.059 -0.063 22 24 182 M17 y -0.063 -0.067 24 26 183 M17 y -0.067 -0.07 26 28 184 M17 y -0.07 -0.071 28 30 185 M17 y -0.071 -0.069 30 32 186 M17 y -0.069 -0.065 32 34 187 M17 y -0.065 -0.061 34 36 188 M17 y -0.061 -0.057 36 38 189 M17 y -0.057 -0.053 38 40 190 M17 y -0.053 -0.048 40 42 191 M17 y -0.048 -0.042 42 44 192 M17 y -0.042 -0.037 44 46 193 M17 y -0.037 -0.032 46 48 194 M17 y -0.032 -0.026 48 50 195 M17 y -0.026 -0.02 50 52 196 M17 y -0.02 -0.014 52 54 197 M17 y -0.014 -0.011 54 56 198 M17 y -0.011 -0.006 56 58 199 M17 y -0.006 -4.927e-5 58 60 200 M10 y -0.000531 -0.017 0 2.031 201 M10 y -0.017 -0.033 2.031 4.062 202 M10 y -0.033 -0.052 4.062 6.093 203 M10 y -0.052 -0.07 6.093 8.124 204 M10 y -0.07 -0.086 8.124 10.156 205 M10 y -0.086 -0.1 10.156 12.187 206 M10 y -0.1 -0.102 12.187 14.218 207 M10 y -0.102 -0.097 14.218 16.249 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 17 IIIRISA AN(t..'EfSC:HfK COl.'PANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maonitude lk/ft, F, ksf, k-ft/ftl End Maonitude fk/ft, F, ksf, k-ft/ft' 208 M10 y -0.097 -0.093 209 M10 y -0.093 -0.087 210 M10 y -0.087 -0.083 211 M10 y -0.083 -0.081 212 M10 y -0.081 -0.076 213 M10 y -0.076 -0.062 214 M10 y -0.062 -0.043 215 M10 y -0.043 -0.022 216 M10 y -0.022 -0.000531 217 M14 y -0.0005206 -0.018 218 M14 y -0.018 -0.034 219 M14 y -0.034 -0.048 220 M14 y -0.048 -0.069 221 M14 y -0.069 -0.085 222 M14 y -0.085 -0.095 223 M14 y -0.095 -0.102 224 M14 y -0.102 -0.099 225 M14 y -0.099 -0.093 226 M14 y -0.093 -0.087 227 M14 y -0.087 -0.083 228 M14 y -0.083 -0.082 229 M14 y -0.082 -0.077 230 M14 y -0.077 -0.06 231 M14 y -0.06 -0.042 232 M14 y -0.042 -0.024 233 M14 y -0.024 -0.0005206 234 M15 y -0.0004721 -0.01 235 M15 y -0.01 -0.019 236 M15 y -0.019 -0.027 237 M15 y -0.027 -0.036 238 M15 y -0.036 -0.045 239 M15 y -0.045 -0.052 240 M15 y -0.052 -0.06 241 M15 y -0.06 -0.07 242 M15 y -0.07 -0.078 243 M15 y -0.078 -0.088 244 M15 y -0.088 -0.095 245 M15 y -0.095 -0.103 246 M15 y -0.103 -0.111 247 M15 y -0.111 -0.097 248 M15 y -0.097 -0.066 249 M15 y -0.066 -0.032 250 M15 y -0.032 -0.001 251 M21 y -0.000623 -0.004 252 M21 y -0.004 -0.006 253 M21 y -0.006 -0.011 254 M21 y -0.011 -0.014 255 M21 y -0.014 -0.017 256 M21 y -0.017 -0.022 257 M21 y -0.022 -0.023 258 M21 y -0.023 -0.026 259 M21 y -0.026 -0.032 260 M21 y -0.032 -0.035 261 M21 y -0.035 -0.037 262 M21 y -0.037 -0.039 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] 3/30/2023 5:41:20 PM Checked By : ___ _ Start Location lift, % Y End Location f(ft, %) 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.031 2.031 4.062 4.062 6.093 6.093 8.124 8.124 10.156 10.156 12.187 12.187 14.218 14.218 16.249 16.249 18.28 18.28 20.311 20.311 22.342 22.342 24.373 24.373 26.405 26.405 28.436 28.436 30.467 30.467 32.498 32.498 34.529 0 2.037 2.037 4.074 4.074 6.111 6.111 8.148 8.148 10.185 10.185 12.222 12.222 14.259 14.259 16.296 16.296 18.333 18.333 20.37 20.37 22.407 22.407 24.444 Page 18 IIIRISA A N[MfT!i.CHfK :OW>AN't Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Label Direction Start MaQnitude lk/ft, F, ksf, k-ft/ftl End MaQnitude [k/ft, F, ksf, k-ft/ft] Start Location [(ft, %): End Location [(ft, %)] 263 M21 y -0.039 -0.043 24.444 26.481 264 M21 y -0.043 -0.047 26.481 28.519 265 M21 y -0.047 -0.041 28.519 30.556 266 M21 y -0.041 -0.037 30.556 32.593 267 M21 y -0.037 -0.034 32.593 34.63 268 M21 y -0.034 -0.031 34.63 36.667 269 M21 y -0.031 -0.03 36.667 38.704 270 M21 y -0.03 -0.024 38.704 40.741 271 M21 y -0.024 -0.019 40.741 42.778 272 M21 y -0.019 -0.017 42.778 44.815 273 M21 y -0.017 -0.013 44.815 46.852 274 M21 y -0.013 -0.01 46.852 48.889 275 M21 y -0.01 -0.007 48.889 50.926 276 M21 y -0.007 -0.004 50.926 52.963 277 M21 y -0.004 -0.0006407 52.963 55 278 M22 y -0.000623 -0.004 0 2.037 279 M22 y -0.004 -0.006 2.037 4.074 280 M22 y -0.006 -0.011 4.074 6.111 281 M22 y -0.011 -0.014 6.111 8.148 282 M22 y -0.014 -0.017 8.148 10.185 283 M22 y -0.017 -0.022 10.185 12.222 284 M22 y -0.022 -0.023 12.222 14.259 285 M22 y -0.023 -0.026 14.259 16.296 286 M22 y -0.026 -0.032 16.296 18.333 287 M22 y -0.032 -0.035 18.333 20.37 288 M22 y -0.035 -0.037 20.37 22.407 289 M22 y -0.037 -0.039 22.407 24.444 290 M22 y -0.039 -0.043 24.444 26.481 291 M22 y -0.043 -0.047 26.481 28.519 292 M22 y -0.047 -0.041 28.519 30.556 293 M22 y -0.041 -0.037 30.556 32.593 294 M22 y -0.037 -0.034 32.593 34.63 295 M22 y -0.034 -0.031 34.63 36.667 296 M22 y -0.031 -0.03 36.667 38.704 297 M22 y -0.03 -0.024 38.704 40.741 298 M22 y -0.024 -0.019 40.741 42.778 299 M22 y -0.019 -0.017 42.778 44.815 300 M22 y -0.017 -0.013 44.815 46.852 301 M22 y -0.013 -0.01 46.852 48.889 302 M22 y -0.01 -0.007 48.889 50.926 303 M22 y -0.007 -0.004 50.926 52.963 304 M22 y -0.004 -0.0006407 52.963 55 305 M13 y -0.001 -0.009 0 2.031 306 M13 y -0.009 -0.018 2.031 4.062 307 M13 y -0.018 -0.026 4.062 6.093 308 M13 y -0.026 -0.035 6.093 8.124 309 M13 y -0.035 -0.046 8.124 10.156 310 M13 y -0.046 -0.053 10.156 12.187 311 M13 y -0.053 -0.064 12.187 14.218 312 M13 y -0.064 -0.072 14.218 16.249 313 M13 y -0.072 -0.075 16.249 18.28 314 M13 y -0.075 -0.084 18.28 20.31 1 315 M13 y -0.084 -0.092 20.311 22.342 316 M1 3 y -0.092 -0.105 22.342 24.373 317 M13 y -0.105 -0.116 24.373 26.405 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 19 IIIRISA A Nft.'f TSCHf,,;: OMPANV Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads/ (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Label Direction Start Magnitude lk/ft, F, ksf, k-ft/ftl End Maanitude lk/ft, F, ksf, k-ft/ftl Start Location 11ft, %) End Location f(ft, %) 318 M13 y -0.116 -0.098 26.405 28.436 319 M13 y -0.098 -0.066 28.436 30.467 320 M13 y -0.066 -0.035 30.467 32.498 321 M13 y -0.035 -0.0005665 32.498 34.529 322 M16 y -0.0008189 -0.02 0 2 323 M16 y -0.02 -0.037 2 4 324 M16 y -0.037 -0.056 4 6 325 M16 y -0.056 -0.071 6 8 326 M16 y -0.071 -0.072 8 10 Load Combinations Descriotion Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 IBC 16-8 Yes y DL 1 2 IBC 16-9 Yes y DL 1 LL 1 LLS 1 3 IBC 16-10 (al Yes y DL 1 RLL 1 4 IBC16-11(a\ Yes y DL 1 LL 0.75 LLS 0.75 RLL 0.75 5 IBC 16-12 la) la' Yes y DL 1 WLX 0.6 6 IBC 16-12 (a\ (b' Yes y DL 1 WLZ 0.6 7 IBC 16-13 laHal Yes y DL 1 WLX 0.45 LL 0.75 LLS 0.75 RLL 0.75 8 IBC 16-13 (a) (b' Yes y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 RLL 0.75 9 IBC 16-13 (bHa1 Yes y DL 1 WLX 0.45 LL 0.75 LLS 0.75 10 IBC 16-13 lb) lb' Yes y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 11 IBC 16-15 (a\ Yes y DL 0.6 WLX 0.6 12 IBC 16-15 lb\ Yes y DL 0.6 WLZ 0.6 Envelope Node Reactions Node Label X [kl LC Y [kl LC Z [kl LC MX [k-ftl LC MY lk-ftl LC MZ [k-ftl LC 1 N1 max 2.766 3 8.225 3 2.251 3 18.559 3 0.448 12 8.366 11 2 min -0.346 11 2.312 11 -0.361 12 -9.453 12 -1 .201 3 -26.236 3 3 N4 max 2.763 3 8.22 3 -0.425 11 -2.932 11 1.33 8 8.452 11 4 min -0.353 11 2.307 11 -2.6 8 -25.661 8 0.37 11 -26.206 3 5 N2 max 0 2 14.27 3 7.883 3 92.486 3 0 2 18.964 5 6 min -1.428 5 2.576 12 0.884 12 7.14 12 -0.382 5 0.002 1 7 N5 max 0.003 3 14.27 3 -2.175 11 -25.786 11 0.279 11 18.725 5 8 min -1 .388 11 2.902 11 -7.921 8 -96.359 8 -0.096 6 -0.015 3 9 N3 max -0.49 12 8.22 3 2.251 3 18.575 3 1.203 3 32.349 7 10 min -3.058 7 2.243 12 -0.414 12 -9.891 12 -0.437 12 3.93 12 11 NS max -0.742 12 8.225 3 -0.609 11 -4.214 11 0.23 11 32.628 7 12 min -3.095 7 2.59 12 -2.564 8 -25.166 8 -1.281 8 6.739 12 13 Totals: max 0 12 61 .43 3 0 11 14 min -6.771 5 15.622 11 -6.195 6 Envelope Node Displacements Node Label X [in] LC Y [inl LC Zfinl LC X Rotation [rad· LC Y Rotation [radl LC Z Rotation [radl LC 1 N1 max 0 11 0 11 0 12 0 12 0 3 0 3 2 min 0 3 0 3 0 3 0 3 0 12 0 11 3 N2 max 0 5 0 12 0 12 0 12 0 5 0 2 4 min 0 1 0 3 0 3 0 3 0 1 0 5 5 N3 max 0 7 0 12 0 12 0 12 0 12 0 12 6 min 0 12 0 3 0 3 0 3 0 3 0 7 7 N4 max 0 11 0 11 0 8 0 8 0 11 0 3 8 min 0 3 0 3 0 11 0 11 0 8 0 11 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ) Page 20 Company : CCI Designer : WCE IIIRISA A NrMrTSCHEtc. COUPAN'I' Job Number : E3208 Model Name : BMoore Envelope Node Displacements {Continued) Node Label X [inl LC Y finl LC 9 N5 max 0 11 0 11 10 min 0 3 0 3 11 N6 max 0 7 0 12 12 min 0 12 0 3 13 N7 max 0.384 11 -0.002 11 14 min -0.357 3 -0.007 3 15 NB max 0.462 5 -0.002 12 16 min 0 3 -0.01 3 17 N9 max 0.619 7 -0.002 12 18 min 0.022 12 -0.007 3 19 N10 max 0.387 11 -0.002 11 20 min -0.356 3 -0.007 3 21 N11 max 0.465 5 -0.002 11 22 min 0 1 -0.01 3 23 N12 max 0.619 7 -0.002 12 24 min 0.079 12 -0.007 3 25 N13 max 0.738 7 -1.041 11 26 min 0.149 12 -3.991 3 27 N14 max 0.738 7 -0.919 12 28 min 0.151 1 -3.989 3 29 N15 max 0.293 11 -0.918 11 30 min -0.402 3 -3.989 3 31 N16 max 0.293 11 -0.873 12 32 min -0.402 3 -3.991 3 33 N17 max 0.809 7 -1 .021 12 34 min 0.181 1 -4.259 3 35 N18 max 0.257 11 -0.959 12 36 min -0.48 3 -4.26 3 37 N19 max 0.809 7 -1.114 11 38 min 0.181 1 -4.26 3 39 N20 max 0.256 11 -0.989 11 40 min -0.48 3 -4.259 3 41 N21 max 0.88 7 -1.184 12 42 min 0.209 1 -4.541 3 43 N22 max 0.221 11 -1 .083 11 44 min -0.556 3 -4.541 3 45 N23 max 0.53 5 -0.428 12 46 min 0.01 1 -2.135 3 47 N24 max 0.53 5 -0.688 11 48 min 0.01 1 -2.136 3 49 N25 max 0.458 11 -0.419 12 50 min -0.05 6 -2.136 3 51 N26 max 0.457 11 -0.403 11 52 min -0.032 8 -2.135 3 Envelope Member Section Forces Member Sec Axial[k LC v Shearfk LC 1 M1 1 max 8.225 3 0.351 11 2 min 2.312 11 -2.782 3 3 2 max 8.105 3 0.31 11 4 min 2.24 11 -2.782 3 5 3 max 7.985 3 0.269 11 6 min 2.168 11 -2.782 3 7 4 max 7.865 3 0.228 11 8 min 2.096 11 -2.782 3 Z finl LC X Rotation [rad LC 0 8 0 8 0 11 0 11 0 8 0 8 0 11 0 11 0.442 12 4.214e-3 8 -0.128 3 7.736e-4 11 -0.002 12 1.506e-3 12 -1.724 3 -1 .69e-3 7 0.445 12 4.16e-3 8 -0.129 3 1.001e-3 11 0.461 6 1.201e-3 12 -0.009 11 -2.809e-3 3 1.935 8 3.368e-3 8 0.501 11 5.355e-4 1 0.444 6 1.156e-3 12 -0.013 11 -2.814e-3 3 0.533 6 8.402e-3 3 -0.002 11 1.579e-3 12 0.529 6 -2.228e-3 11 -0.006 7 -8.416e-3 3 0.519 6 8.416e-3 3 -0.016 11 1.455e-3 12 0.515 6 -1.88e-3 11 -0.019 5 -8.402e-3 3 0.53 6 -1.722e-3 11 -0.005 5 -6.414e-3 3 0.516 6 -1.325e-3 11 -0.019 5 -6.399e-3 3 0.533 6 6.399e-3 3 -0.002 11 8.456e-4 12 0.518 6 6.414e-3 3 -0.016 11 8.711e-4 12 0.531 6 -7.064e-7 2 -0.003 5 -1 .111e-3 6 0.517 6 3.444e-4 5 -0.017 5 -7.618e-4 6 0.498 6 -2.333e-3 12 -0.023 11 -1.105e-2 3 0.583 6 1.105e-2 3 -0.018 3 2.445e-3 11 0.476 6 -2.141e-3 12 -0.089 11 -1.105e-2 3 0.578 6 1.105e-2 3 -0.019 3 3.1e-3 11 z Shearlk LC Torauefk-ftl LC 2.257 3 0.448 12 -0.366 12 -1.201 3 2.257 3 0.448 12 -0.325 12 -1 .201 3 2.257 3 0.448 12 -0.284 12 -1 .201 3 2.257 3 0.448 12 -0.243 12 -1.201 3 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ] Y Rotation rradl 0 0 0 0 7.194e-4 -2.682e-4 1.932e-4 2.524e-7 2.62e-4 -7.211e-4 -2.216e-4 -7.972e-4 4.848e-5 -1.412e-4 7.678e-4 -1 .381e-4 2.553e-3 7.538e-4 -7.529e-4 -2.55e-3 -9.612e-4 -2.627e-3 2.633e-3 9.615e-4 -5.878e-4 -1.79e-3 1.852e-3 6.464e-4 1.806e-3 5.817e-4 -6.736e-4 -1.847e-3 1.192e-4 -6.45e-6 1.965e-6 -1.253e-4 -4.626e-4 -1.571e-3 1.569e-3 4.251e-4 1.569e-3 5.537e-4 -4.326e-4 -1.571e-3 v-v Momentrk-ftl 9.453 -18.559 8.608 -13.042 7.864 -7.526 7.22 -2.009 3/30/2023 5:41 :20 PM Checked By : ___ _ LC Z Rotation frad1 LC 6 0 3 11 0 5 8 0 12 11 0 7 3 -6.974e-4 12 12 -3.31e-3 7 5 4.516e-5 6 1 -1.707e-3 5 12 1.962e-3 3 3 -1.365e-3 11 11 -6.184e-4 12 8 -3.316e-3 7 6 -9.562e-7 2 11 -1.785e-3 5 8 1.962e-3 3 11 -1.29e-3 11 3 1.66e-3 7 11 4.211e-4 12 11 1.657e-3 7 3 4.4e-4 12 2 3.07e-4 11 7 -1 .141 e-3 3 7 3.034e-4 11 1 -1 .143e-3 3 11 1.657e-3 7 3 4.372e-4 12 7 3.039e-4 11 12 -1 .143e-3 3 8 1.659e-3 7 11 4.239e-4 12 2 3.065e-4 11 7 -1.142e-3 3 6 1.658e-3 7 11 4.305e-4 12 3 3.052e-4 11 6 -1.142e-3 3 11 -2.024e-3 11 3 -7.869e-3 3 3 -1.771e-3 12 12 -7.875e-3 3 3 7.875e-3 3 11 1.829e-3 11 12 7.869e-3 3 3 1.506e-3 12 LC z-z Moment[k-ft] LC 12 8.366 11 3 -26.236 3 12 7.559 11 3 -19.436 3 12 6.852 11 3 -12.635 3 12 6.245 11 3 -5.834 3 Page 21 IIIRISA A NE' Mf"TSCHFK OUPA.NY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Forces (Continued) Member Sec Axialfk LC V Shearfk LC 9 5 max 7.745 3 0.187 11 10 min 2.024 11 -2.782 3 11 6 max 7.625 3 0.146 11 12 min 1.952 11 -2.782 3 13 7 max 7.505 3 0.104 11 14 min 1.88 11 -2.782 3 15 8 max 7.385 3 0.063 11 16 min 1.808 11 -2.782 3 17 9 max 7.266 3 0.022 11 18 min 1.736 11 -2.782 3 19 10 max 7.146 3 -0.019 11 20 min 1.664 11 -2.782 3 21 M2 1 max 8.22 3 0.357 11 22 min 2.307 11 -2.779 3 23 2 max 8.1 3 0.316 11 24 min 2.235 11 -2.779 3 25 3 max 7.98 3 0.275 11 26 min 2.163 11 -2.779 3 27 4 max 7.86 3 0.234 11 28 min 2.091 11 -2.779 3 29 5 max 7.741 3 0.193 11 30 min 2.02 11 -2.779 3 31 6 max 7.621 3 0.152 11 32 min 1.948 11 -2.779 3 33 7 max 7.501 3 0.111 11 34 min 1.876 11 -2.779 3 35 8 max 7.381 3 0.07 11 36 min 1.804 11 -2.779 3 37 9 max 7.261 3 0.029 11 38 min 1.732 11 -2.779 3 39 10 max 7.141 3 -0.012 11 40 min 1.66 11 -2.779 3 41 M3 1 max 14.27 3 1.441 5 42 min 2.576 12 0 1 43 2 max 14.127 3 1.4 5 44 min 2.49 12 0 1 45 3 max 13.984 3 1.359 5 46 min 2.404 12 0 1 47 4 max 13.841 3 1.318 5 48 min 2.319 12 0 1 49 5 max 13.698 3 1.277 5 50 min 2.233 12 0 1 51 6 max 13.554 3 1.236 5 52 min 2.147 12 0 1 53 7 max 13.411 3 1.195 5 54 min 2.061 12 0 1 55 8 max 13.268 3 1.154 5 56 min 1.975 12 0 1 57 9 max 13.125 3 1.113 5 58 min 1.889 12 0 1 59 10 max 12.982 3 1.072 5 60 min 1.803 12 0 1 61 M4 1 max 14.27 3 1.401 5 62 min 2.902 11 -0.003 3 63 2 max 14.127 3 1.36 5 z Shear[k LC TorQuefk-ftl LC 2.257 3 0.448 12 -0.202 12 -1 .201 3 2.257 3 0.448 12 -0.161 12 -1 .201 3 2.257 3 0.448 12 -0.12 12 -1 .201 3 2.257 3 0.448 12 -0.079 12 -1 .201 3 2.257 3 0.448 12 -0.038 12 -1.201 3 2.257 3 0.448 12 0.003 12 -1 .201 3 -0.425 11 1.33 8 -2.618 8 0.37 11 -0.425 11 1.33 8 -2.587 8 0.37 11 -0.425 11 1.33 8 -2.556 8 0.37 11 -0.425 11 1.33 8 -2.526 8 0.37 11 -0.425 11 1.33 8 -2.495 8 0.37 11 -0.425 11 1.33 8 -2.464 8 0.37 11 -0.425 11 1.33 8 -2.433 8 0.37 11 -0.425 11 1.33 8 -2.402 8 0.37 11 -0.425 11 1.33 8 -2.372 8 0.37 11 -0.425 11 1.33 8 -2.341 8 0.37 11 8.025 3 0 2 0.884 12 -0.382 5 8.025 3 0 2 0.925 12 -0.382 5 8.025 3 0 2 0.966 12 -0.382 5 8.025 3 0 2 1.007 12 -0.382 5 8.025 3 0 2 1.048 12 -0.382 5 8.025 3 0 2 1.089 12 -0.382 5 8.025 3 0 2 1.13 12 -0.382 5 8.025 3 0 2 1.171 12 -0.382 5 8.025 3 0 2 1.212 12 -0.382 5 8.025 3 0 2 1.253 12 -0.382 5 -2.183 11 0.279 11 -8.052 8 -0.096 6 -2.183 11 0.279 11 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ) v-v Momentlk-ftl 7.458 1.198 10.815 2.247 14.541 3.296 20.057 4.345 25.574 5.394 31.09 5.463 25.661 2.932 19.299 1.894 13.012 0.855 7.44 -0.183 3.893 -3.495 0.8 -9.012 -2.193 -14.529 -4.336 -20.047 -5.374 -25.564 -6.413 -31 .082 -7.14 -92.486 -4.929 -72.869 -2.618 -53.251 -0.206 -33.634 2.306 -14.017 7.489 0.65 25.218 5.98 44.835 10.443 64.452 13.357 84.069 16.371 96.359 25.786 76.714 3/30/2023 5:41 :20 PM Checked By : ___ _ LC z-z Momentfk-ftl LC 8 5.987 5 11 0.534 1 8 9.243 7 11 2.241 12 3 14.569 3 11 3.619 12 3 21.37 3 11 4.822 11 3 28.171 3 11 4.717 11 3 34.971 3 12 4.71 2 11 8 8.452 11 11 -26.206 3 8 7.629 11 11 -19.412 3 8 6.906 11 11 -12.618 3 6 6.283 11 11 -5.823 3 12 6.01 5 3 0.442 12 12 9.247 7 3 2.311 12 12 14.56 3 3 4.18 12 11 21 .354 3 3 4.797 11 11 28.148 3 3 4.677 11 11 34.942 3 3 4.656 11 12 18.964 5 3 0.002 1 12 15.491 5 3 0.001 1 12 12.118 5 3 -0.001 3 12 8.845 5 3 -0.009 3 12 5.673 5 3 -0.037 8 8 2.601 5 11 -0.201 6 3 -0.004 2 11 -0.37 5 3 -0.005 2 12 -3.241 5 3 -0.006 2 12 -6.012 5 3 -0.007 2 12 -8.682 5 8 18.725 5 11 -0.015 3 8 15.35 5 Page 22 IIIRISA Company : CCI Designer : WCE Job Number : E3208 • Nr,..nscHe~ <:o\tPANv Model Name : BMoore Envelope Member Section Forces (Continued) Member Sec Axial[k LC y Shear[k LC z Shear[k LC Torque[k-ft] LC 64 min 2.816 11 -0.003 3 -8.025 3 -0.096 6 65 3 max 13.984 3 1.319 5 -2.183 11 0.279 11 66 min 2.73 11 -0.003 3 -8.025 3 -0.096 6 67 4 max 13.841 3 1.278 5 -2.183 11 0.279 11 68 min 2.644 11 -0.003 3 -8.025 3 -0.096 6 69 5 max 13.698 3 1.237 5 -2.183 11 0.279 11 70 min 2.559 11 -0.003 3 -8.025 3 -0.096 6 71 6 max 13.554 3 1.196 5 -2.183 11 0.279 11 72 min 2.473 11 -0.003 3 -8.025 3 -0.096 6 73 7 max 13.411 3 1.155 5 -2.183 11 0.279 11 74 min 2.387 11 -0.003 3 -8.025 3 -0.096 6 75 8 max 13.268 3 1.114 5 -2.183 11 0.279 11 76 min 2.301 11 -0.003 3 -8.025 3 -0.096 6 77 9 max 13.125 3 1.073 5 -2.183 11 0.279 11 78 min 2.215 11 -0.003 3 -8.025 3 -0.096 6 79 10 max 12.982 3 1.032 5 -2.183 11 0.279 11 80 min 2.129 11 -0.003 3 -8.025 3 -0.096 6 81 MS 1 max 8.22 3 3.084 7 2.257 3 1.203 3 82 min 2.243 12 0.49 12 -0.419 12 -0.437 12 83 2 max 8.1 3 3.053 7 2.257 3 1.203 3 84 min 2.171 12 0.49 12 -0.378 12 -0.437 12 85 3 max 7.98 3 3.022 7 2.257 3 1.203 3 86 min 2.099 12 0.49 12 -0.337 12 -0.437 12 87 4 max 7.86 3 2.991 7 2.257 3 1.203 3 88 min 2.027 12 0.49 12 -0.296 12 -0.437 12 89 5 max 7.741 3 2.96 7 2.257 3 1.203 3 90 min 1.955 12 0.49 12 -0.255 12 -0.437 12 91 6 max 7.621 3 2.93 7 2.257 3 1.203 3 92 min 1.883 12 0.49 12 -0.214 12 -0.437 12 93 7 max 7.501 3 2.899 7 2.257 3 1.203 3 94 min 1.811 12 0.49 12 -0.173 12 -0.437 12 95 8 max 7.381 3 2.868 7 2.257 3 1.203 3 96 min 1.74 12 0.49 12 -0.132 12 -0.437 12 97 9 max 7.261 3 2.837 7 2.257 3 1.203 3 98 min 1.668 12 0.49 12 -0.09 12 -0.437 12 99 10 max 7.141 3 2.806 7 2.257 3 1.203 3 100 min 1.596 12 0.49 12 -0.049 12 -0.437 12 101 M6 1 max 8.225 3 3.121 7 -0.609 11 0.23 11 102 min 2.59 12 0.744 12 -2.581 8 -1 .281 8 103 2 max 8.105 3 3.09 7 -0.609 11 0.23 11 104 min 2.518 12 0.744 12 -2.55 8 -1 .281 8 105 3 max 7.985 3 3.059 7 -0.609 11 0.23 11 106 min 2.446 12 0.744 12 -2.519 8 -1 .281 8 107 4 max 7.865 3 3.028 7 -0.609 11 0.23 11 108 min 2.374 12 0.744 12 -2.488 8 -1 .281 8 109 5 max 7.745 3 2.998 7 -0.609 11 0.23 11 110 min 2.302 12 0.744 12 -2.458 8 -1.281 8 111 6 max 7.625 3 2.967 7 -0.609 11 0.23 11 112 min 2.231 12 0.744 12 -2.427 8 -1 .281 8 113 7 max 7.505 3 2.936 7 -0.609 11 0.23 11 114 min 2.159 12 0.744 12 -2.396 8 -1 .281 8 115 8 max 7.385 3 2.905 7 -0.609 11 0.23 11 116 min 2.087 12 0.744 12 -2.365 8 -1.281 8 117 9 max 7.266 3 2.874 7 -0.609 11 0.23 11 118 min 2.015 12 0.744 12 -2.334 8 -1.281 8 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] y-y Moment[k-ft] 20.451 57.145 15.116 37.651 9.78 18.232 4.445 3.379 -5.6 -4.575 -25.218 -11 .561 -44.835 -16.897 -64.452 -22.232 -84.069 9.891 -18.575 8.917 -13.058 8.044 -7.54 7.27 -2.023 7.388 1.413 10.644 2.969 14.529 4.452 20.047 5.181 25.564 4.91 31.082 4.739 25.166 4.214 18.894 2.726 12.699 1.237 7.165 -0.251 3.736 -3.671 0.756 -9.024 -2.124 -14.541 -4.903 -20.057 -7.582 -25.574 3/30/2023 5:41 :20 PM Checked By : ___ _ LC z-z Moment[k-ft] LC 11 -0.007 3 8 12.076 5 11 0 1 8 8.902 5 11 0.001 1 8 5.828 5 11 0.002 1 12 2.855 5 3 0.003 1 12 0.032 3 3 -0.02 11 11 0.039 3 3 -2.791 5 11 0.047 3 3 -5.463 5 11 0.055 3 3 -8.035 5 12 32.349 7 3 3.93 12 12 24.849 7 3 2.732 12 12 17.424 7 3 1.534 12 12 10.074 7 3 0.336 12 8 4.457 11 1 -1.274 8 8 0.967 11 11 -7.765 3 3 -2.423 11 11 -14.56 3 3 -4.456 12 12 -21.354 3 3 -5.654 12 12 -28.148 3 3 -6.852 12 12 -34.942 3 8 32.628 7 11 6.739 12 8 25.037 7 11 4.922 12 8 17.522 7 11 3.105 12 6 10.081 7 11 1.287 12 12 4.346 11 7 -1.019 8 12 0.744 11 3 -7.768 3 12 -2.757 11 3 -14.569 3 12 -5.983 12 3 -21 .37 3 12 -7.8 12 3 -28.171 3 Page 23 IIIRISA Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Forces (Continued) Member Sec Axialfk LC v Shear[k LC 119 10 max 7.146 3 2.844 7 120 min 1.943 12 0.744 12 121 M7 1 max 9.314 8 3.691 3 122 min 3.135 11 0.954 11 123 2 max 9.252 8 3.467 3 124 min 3.159 11 0.833 11 125 3 max 9.18 8 3.174 3 126 min 3.182 11 0.708 11 127 4 max 9.099 8 2.809 3 128 min 3.204 11 0.577 11 129 5 max 9.009 8 2.378 3 130 min 3.225 11 0.441 11 131 6 max 9.001 8 1.852 3 132 min 3.343 1 0.27 11 133 7 max 8.891 8 1.278 3 134 min 3.302 1 0.123 11 135 8 max 8.772 8 0.641 3 136 min 3.26 1 -0.029 11 137 9 max 8.663 8 0.126 8 138 min 3.219 1 -0.186 5 139 10 max 8.588 8 -0.04 12 140 min 3.184 1 -0.393 5 141 MS 1 max 9.287 7 4.435 3 142 min 3.363 1 1.243 12 143 2 max 9.212 7 4.179 3 144 min 3.329 1 1.133 12 145 3 max 9.119 7 3.794 3 146 min 3.292 1 1.014 12 147 4 max 9.006 7 3.267 3 148 min 3.253 1 0.884 12 149 5 max 8.882 7 2.659 3 150 min 3.211 1 0.748 12 151 6 max 8.76 7 2.062 3 152 min 3.169 1 0.613 12 153 7 max 8.644 7 1.508 3 154 min 3.129 1 0.481 12 155 8 max 8.535 8 1.003 7 156 min 3.089 1 0.343 1 157 9 max 8.445 8 0.635 7 158 min 3.052 1 0.13 1 159 10 max 8.376 8 0.386 7 160 min 3.017 1 -0.064 1 161 M9 1 max 8.904 3 3.689 3 162 min 3.103 12 0.957 11 163 2 max 8.865 3 3.47 3 164 min 3.116 12 0.837 11 165 3 max 8.814 3 3.18 3 166 min 3.127 12 0.712 11 167 4 max 8.75 3 2.814 3 168 min 3.137 12 0.581 11 169 5 max 8.672 3 2.375 3 170 min 3.146 12 0.444 11 171 6 max 8.584 3 1.85 3 172 min 3.278 12 0.273 11 173 7 max 8.485 3 1.29 3 z Shearlk LC Torauefk-ftl LC -0.609 11 0.23 11 -2.304 8 -1.281 8 0.017 3 5.409 8 -0.109 12 1.645 1 0.017 3 5.409 8 -0.065 12 1.645 1 0.018 7 5.409 8 -0.02 12 1.645 1 0.047 5 5.409 8 0.009 1 1.645 1 0.079 5 5.409 8 0.009 1 1.645 1 0.012 3 5.409 8 -0.064 11 1.645 1 0.012 3 5.409 8 -0.032 11 1.645 1 0.035 6 5.409 8 0.001 11 1.645 1 0.08 6 5.409 8 0.009 1 1.645 1 0.125 6 5.409 8 0.009 1 1.645 1 -0.044 12 -0.364 11 -0.76 7 -5.702 8 -0.088 12 -0.364 11 -0.739 3 -5.702 8 -0.133 12 -0.364 11 -0.739 3 -5.702 8 -0.178 12 -0.364 11 -0.739 3 -5.702 8 -0.218 11 -0.364 11 -0.739 3 -5.702 8 -0.185 11 -0.364 11 -0.739 3 -5.702 8 -0.153 11 -0.364 11 -0.739 3 -5.702 8 -0.12 11 -0.364 11 -0.768 8 -5.702 8 -0.088 11 -0.364 11 -0.801 8 -5.702 8 -0.055 11 -0.364 11 -0.835 8 -5.702 8 0.057 11 0.217 12 -0.28 6 -5.096 7 0.024 11 0.217 12 -0.235 6 -5.096 7 -0.008 11 0.217 12 -0.191 6 -5.096 7 -0.009 2 0.217 12 -0.146 6 -5.096 7 -0.009 2 0.217 12 -0.101 6 -5.096 7 0.126 12 0.217 12 -0.013 3 -5.096 7 0.17 12 0.217 12 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1.r3d] v-v Momentrk-ftl -9.182 -31 .09 0.397 -0.061 0.452 -0.208 0.516 -0.321 0.579 -0.311 0.643 -0.13 0.698 -0.107 0.745 -0.241 0.792 -0.204 0.838 -0.062 0.885 0.127 16.344 4.73 13.509 3.716 10.674 2.57 7.923 1.548 5.426 0.651 2.802 -0.122 0.638 -1.012 -0.644 -3.502 -1.691 -6.337 -1.964 -9.173 0.416 -0.387 0.193 -0.722 0.223 -1.441 0.128 -2.086 -0.091 -2.56 -0.105 -2.518 0.087 3/30/2023 5:41 :20 PM Checked By : ___ _ LC z-z Moment[k-ft) LC 11 -9.618 12 3 -34.971 3 8 46.541 3 11 7.538 11 3 32.786 3 11 4.107 11 3 20.025 3 12 1.149 11 3 8.604 8 12 -1 .317 11 3 0.883 12 12 -3.799 5 3 -1 .239 12 12 -9.858 7 3 -2.821 12 12 -15.607 3 3 -3.881 12 12 -19.308 3 3 -4.416 12 11 -20.616 3 3 -4.257 11 11 -20.213 3 3 60.846 3 12 18.736 12 3 44.278 3 11 14.175 12 3 28.941 3 11 10.052 12 8 15.85 7 11 5.553 1 8 5.593 7 11 1.135 1 8 0.771 11 11 -5.063 3 12 -1.434 12 7 -11 .899 3 12 -3.03 12 3 -16.664 3 11 -4.14 12 3 -19.564 3 11 -4.801 12 3 -21.107 3 12 46.569 3 3 7.601 11 11 32.816 3 8 4.158 11 11 20.037 3 6 1.185 11 11 8.516 3 6 -1 .295 11 11 -1.299 2 6 -3.791 5 11 -4.292 2 6 -9.861 7 11 -5.408 11 Page 24 IIIRISA Company : CCI Designer : WCE Job Number : E3208 ... e.,nscttE1<co~•P""' Model Name : BMoore Envelope Member Section Forces (Continued) Member Sec Axiallk LC v Shearlk LC z Shearfk LC Torauelk-ftl LC 174 min 3.286 12 0.127 11 -0.013 3 -5.096 7 175 8 max 8.371 3 0.643 3 0.215 12 0.217 12 176 min 3.26 1 -0.025 11 -0.013 3 -5.096 7 177 9 max 8.27 3 0.07 3 0.26 12 0.217 12 178 min 3.219 1 -0.183 5 -0.035 5 -5.096 7 179 10 max 8.213 3 -0.202 12 0.305 12 0.217 12 180 min 3.184 1 -0.391 5 -0.067 5 -5.096 7 181 M10 1 max 9.284 7 4.446 3 0.786 8 4.933 3 182 min 3.363 1 1.173 12 0.284 1 -0.237 12 183 2 max 9.209 7 4.196 3 0.752 8 4.933 3 184 min 3.33 1 1.052 12 0.284 1 -0.237 12 185 3 max 9.115 7 3.803 3 0.739 3 4.933 3 186 min 3.293 1 0.921 12 0.283 11 -0.237 12 187 4 max 9.001 7 3.268 3 0.739 3 4.933 3 188 min 3.253 1 0.78 12 0.25 12 -0.237 12 189 5 max 8.876 7 2.652 3 0.739 3 4.933 3 190 min 3.211 1 0.632 12 0.205 12 -0.237 12 191 6 max 8.755 7 2.059 3 0.739 3 4.933 3 192 min 3.17 1 0.486 12 0.16 12 -0.237 12 193 7 max 8.638 7 1.507 3 0.739 3 4.933 3 194 min 3.129 1 0.343 12 0.116 12 -0.237 12 195 8 max 8.526 7 1.004 7 0.739 3 4.933 3 196 min 3.089 1 0.202 12 0.071 12 -0.237 12 197 9 max 8.426 7 0.632 7 0.739 3 4.933 3 198 min 3.052 1 0.068 12 0.026 12 -0.237 12 199 10 max 8.349 7 0.386 7 0.739 3 4.933 3 200 min 3.017 1 -0.073 6 -0.018 12 -0.237 12 201 M11 1 max 9.117 7 2.828 8 -0.004 2 0.003 7 202 min 3.394 1 0.761 1 -0.251 5 -0.024 12 203 2 max 9.117 7 2.422 8 -0.004 2 0.003 7 204 min 3.394 1 0.605 1 -0.219 5 -0.024 12 205 3 max 8.799 7 1.604 8 -0.002 2 0.003 7 206 min 3.394 1 0.368 11 -0.182 5 -0.024 12 207 4 max 8.799 7 1.114 8 -0.002 2 0.003 7 208 min 3.394 1 0.266 1 -0.15 5 -0.024 12 209 5 max 8.799 7 0.597 8 -0.002 2 0.003 7 210 min 3.394 1 0.093 1 -0.118 5 -0.024 12 211 6 max 8.799 7 0.117 12 0.164 6 0.003 7 212 min 3.394 1 -0.387 7 0.002 1 -0.024 12 213 7 max 8.799 7 0.013 12 0.164 6 0.003 7 214 min 3.394 1 -0.999 3 0.002 1 -0.024 12 215 8 max 8.799 7 -0.088 12 0.173 5 0.003 7 216 min 3.394 1 -1 .586 3 0.002 1 -0.024 12 217 9 max 9.117 7 -0.604 2 0.21 5 0.003 7 218 min 3.394 1 -2.202 7 0.004 1 -0.024 12 219 10 max 9.117 7 -0.711 12 0.242 5 0.003 7 220 min 3.394 1 -2.669 3 0.004 1 -0.024 12 221 M12 1 max 8.904 8 4.446 3 0.739 3 5.548 8 222 min 3.003 11 1.095 11 0.055 12 1.657 1 223 2 max 8.838 8 4.196 3 0.739 3 5.548 8 224 min 3.026 11 0.973 11 0.099 12 1.657 1 225 3 max 8.753 8 3.803 3 0.739 3 5.548 8 226 min 3.048 11 0.84 11 0.144 12 1.657 1 227 4 max 8.648 8 3.268 3 0.739 3 5.548 8 228 min 3.068 11 0.696 11 0.188 11 1.657 1 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] v-v Momentrk-ftl -1 .959 0.154 -1 .343 0.097 -0.851 0.929 -0.9 -4.961 -16.348 -3.689 -13.512 -2.542 -10.675 -1.519 -7.839 -0.622 -5.002 0.151 -2.166 1.038 0.333 3.507 0.912 6.343 1.098 9.179 1.113 -1.442 -8.198 -1.955 -8.265 -2.393 -8.306 -2.757 -8.333 -3.051 -8.388 -3.061 -8.359 -2.787 -8.331 -2.442 -8.302 -2.025 -8.26 -1.532 -8.192 -4.792 -16.348 -4.497 -13.512 -4.031 -10.675 -2.941 -7.888 3/30/2023 5:41 :20 PM Checked By : ___ _ LC z-z Moment[k-ftl LC 6 -15.628 3 11 -5.607 11 8 -19.362 3 11 -5.224 11 3 -20.661 3 12 -4.313 11 3 -20.222 3 11 60.913 3 3 13.642 12 11 44.292 3 3 9.37 12 11 28.901 3 3 5.58 12 11 15.796 7 3 2.314 12 11 5.555 7 3 -0.393 12 11 0.759 11 3 -5.251 8 7 -1 .652 11 1 -11 .918 3 3 -3.569 11 12 -16.68 3 3 -5.008 11 12 -19.576 3 3 -5.7 12 12 -21.113 3 11 -1 .33 12 3 -18.023 3 11 -4.055 12 3 -23.446 3 11 -5.946 12 3 -27.64 3 11 -7.28 12 3 -30.524 3 11 -8.385 12 8 -32.037 3 11 -8.607 11 3 -32.03 3 11 -8.122 11 3 -30.504 3 11 -7.41 11 3 -27.622 3 11 -6.142 11 3 -23.445 3 11 -4.038 11 3 -18.045 3 12 60.913 3 3 11.7 11 12 44.292 3 3 7.73 11 12 28.901 3 3 4.25 11 2 15.298 3 7 1.302 11 Page 25 IIIRISA ,_ "',jfMETSCHE"K CO~PAN'f Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Forces (Continued} Member Sec Axial[k LC y Shear[k LC 229 5 max 8.532 8 2.652 3 230 min 3.087 11 0.546 11 231 6 max 8.419 8 2.059 3 232 min 3.106 11 0.397 11 233 7 max 8.312 8 1.507 3 234 min 3.126 11 0.252 11 235 8 max 8.209 8 0.983 3 236 min 3.089 1 0.109 11 237 9 max 8.118 8 0.56 8 238 min 3.052 1 -0.027 11 239 10 max 8.05 8 0.312 8 240 min 3.017 1 -0.17 5 241 M13 1 max 8.996 8 3.689 3 242 min 3.524 1 1.08 12 243 2 max 8.935 8 3.47 3 244 min 3.491 1 0.973 12 245 3 max 8.864 8 3.18 3 246 min 3.457 1 0.861 12 247 4 max 8.783 8 2.814 3 248 min 3.42 1 0.744 12 249 5 max 8.691 8 2.375 3 250 min 3.382 1 0.62 12 251 6 max 8.684 8 1.85 3 252 min 3.343 1 0.471 12 253 7 max 8.575 8 1.29 3 254 min 3.302 1 0.339 12 255 8 max 8.455 8 0.672 7 256 min 3.26 1 0.195 1 257 9 max 8.345 8 0.19 7 258 min 3.219 1 -0.037 1 259 10 max 8.269 8 0.05 11 260 min 3.184 1 -0.256 4 261 M14 1 max 8.55 3 4.435 3 262 min 2.981 11 1.037 11 263 2 max 8.505 3 4.179 3 264 min 3.005 11 0.914 11 265 3 max 8.437 3 3.794 3 266 min 3.027 11 0.781 11 267 4 max 8.344 3 3.267 3 268 min 3.047 11 0.638 11 269 5 max 8.236 3 2.659 3 270 min 3.066 11 0.489 11 271 6 max 8.131 3 2.062 3 272 min 3.085 11 0.34 11 273 7 max 8.034 3 1.508 3 274 min 3.105 11 0.195 11 275 8 max 7.941 3 0.981 3 276 min 3.089 1 0.052 11 277 9 max 7.865 3 0.554 3 278 min 3.052 1 -0.084 11 279 10 max 7.817 3 0.279 3 280 min 3.017 1 -0.228 5 281 M15 1 max 8.948 7 3.691 3 282 min 2.669 12 0.968 12 283 2 max 8.877 7 3.467 3 z Shear[k LC Torque[k-ft] LC 0.739 3 5.548 8 0.22 11 1.657 1 0.739 3 5.548 8 0.253 11 1.657 1 0.743 8 5.548 8 0.284 1 1.657 1 0.777 8 5.548 8 0.284 1 1.657 1 0.81 8 5.548 8 0.284 1 1.657 1 0.844 8 5.548 8 0.284 1 1.657 1 0.102 12 0.059 11 -0.235 5 -5.215 8 0.057 12 0.059 11 -0.202 5 -5.215 8 0.013 12 0.059 11 -0.17 5 -5.215 8 -0.009 2 0.059 11 -0.137 5 -5.215 8 -0.009 2 0.059 11 -0.105 5 -5.215 8 0.111 11 0.059 11 -0.013 3 -5.215 8 0.143 11 0.059 11 -0.013 3 -5.215 8 0.176 11 0.059 11 -0.042 6 -5.215 8 0.208 11 0.059 11 -0.087 6 -5.215 8 0.241 11 0.059 11 -0.132 6 -5.215 8 -0.079 11 0.345 12 -0.785 8 -5.153 7 -0.111 11 0.345 12 -0.751 8 -5.153 7 -0.144 11 0.345 12 -0.739 3 -5.153 7 -0.176 11 0.345 12 -0.739 3 -5.153 7 -0.204 12 0.345 12 -0.739 3 -5.153 7 -0.159 12 0.345 12 -0.739 3 -5.153 7 -0.115 12 0.345 12 -0.739 3 -5.153 7 -0.07 12 0.345 12 -0.739 3 -5.153 7 -0.025 12 0.345 12 -0.753 7 -5.153 7 0.02 12 0.345 12 -0.777 7 -5.153 7 0.279 6 4.724 3 0.009 1 -0.27 12 0.235 6 4.724 3 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d ] y-y Moment[k-ft] -1.85 -5.384 -0.758 -2.787 0.67 -0.7 3.507 0.456 6.343 1.737 9.23 3.143 0.224 -0.387 0.151 -0.757 0.285 -1.381 0.248 -1.969 0.04 -2.433 -0.01 -2.426 0.098 -1 .948 0.035 -1.426 -0.199 -0.893 0.413 -1.033 16.344 4.906 13.509 3.782 10.674 2.571 7.901 1.532 5.433 0.664 2.871 -0.032 0.85 -0.845 -0.262 -3.502 -1 .094 -6.337 -1.104 -9.173 0.388 -0.396 0.776 3/30/2023 5:41 :20 PM Checked By : ---- LC z-z Moment[k-ft] LC 2 5.028 8 7 -1 .08 11 2 0.406 12 7 -5.52 7 3 -1 .664 12 11 -11.918 3 3 -3.231 12 11 -16.68 3 3 -4.312 12 11 -19.576 3 8 -4.635 11 11 -21.113 3 11 46.569 3 3 13.754 12 12 32.816 3 7 9.814 12 12 20.037 3 5 6.293 12 12 9.078 7 5 2.544 1 12 1.223 11 5 -1.464 3 12 -1.208 11 5 -9.583 3 12 -3.057 12 5 -15.628 3 12 -4.093 12 7 -19.362 3 12 -4.599 12 7 -20.661 3 11 -4.628 12 8 -20.222 3 3 60.846 3 11 10.955 11 3 44.278 3 12 7.21 11 3 28.941 3 12 3.954 11 7 15.357 3 12 1.228 11 7 3.977 3 12 -0.934 11 7 -2.376 2 12 -5.221 7 11 -3.548 11 8 -11 .899 3 11 -4.02 11 3 -16.664 3 12 -3.954 11 3 -19.564 3 12 -3.388 11 3 -21 .107 3 3 46.541 3 12 8.329 12 7 32.786 3 Page 26 IIIRISA Company : CCI Designer : WCE Job Number : E3208 • NEMETsc~r~ co ... PANY Model Name : BMoore Envelope Member Section Forces (Continued) Member Sec Axialfk LC V Shearfk LC z Shearfk 284 min 2.681 12 0.849 12 0.009 285 3 max 8.813 3 3.174 3 0.19 286 min 2.692 12 0.726 12 0.009 287 4 max 8.749 3 2.809 3 0.145 288 min 2.702 12 0.597 12 0.009 289 5 max 8.673 3 2.378 3 0.101 290 min 2.712 12 0.463 12 0.009 291 6 max 8.59 7 1.852 3 0.012 292 min 2.844 12 0.297 12 -0.126 293 7 max 8.483 3 1.278 3 0.012 294 min 2.851 12 0.152 12 -0.17 295 8 max 8.371 3 0.641 3 0.012 296 min 2.858 12 0.002 12 -0.215 297 9 max 8.271 3 0.151 7 0.012 298 min 2.865 12 -0.152 6 -0.26 299 10 max 8.215 3 -0.005 11 0.012 300 min 2.876 12 -0.357 6 -0.304 301 M16 1 max 8.731 3 2.696 8 0.044 302 min 3.394 1 0.759 1 -0.046 303 2 max 8.731 3 2.292 8 0.044 304 min 3.394 1 0.604 1 -0.014 305 3 max 8.731 3 1.586 3 0.026 306 min 3.356 11 0.213 11 0.002 307 4 max 8.731 3 0.999 3 0.048 308 min 3.356 11 0.113 11 0.002 309 5 max 8.731 3 0.482 8 0.08 310 min 3.356 11 0.009 11 0.002 311 6 max 8.731 3 -0.035 12 -0.002 312 min 3.356 11 -0.496 7 -0.17 313 7 max 8.731 3 -0.139 12 -0.002 314 min 3.356 11 -1.01 3 7 -0.17 315 8 max 8.731 3 -0.241 12 -0.002 316 min 3.356 11 -1 .592 3 -0.17 317 9 max 8.731 3 -0.345 12 0.011 318 min 3.394 1 -2.191 3 -0.176 319 10 max 8.731 3 -0.438 12 0.043 320 min 3.394 1 -2.682 3 -0.176 Envelope Member Section Deflections -Service LC Torouefk-ftl LC v-v Momentfk-ftl 1 -0.27 12 0.174 6 4.724 3 1.456 1 -0.27 12 0.21 6 4.724 3 2.099 1 -0.27 12 0.246 6 4.724 3 2.571 1 -0.27 12 0.282 3 4.724 3 2.527 12 -0.27 12 0.316 3 4.724 3 1.969 12 -0.27 12 0.349 3 4.724 3 1.344 12 -0.27 12 0.382 3 4.724 3 0.838 12 -0.27 12 0.164 3 4.724 3 0.885 12 -0.27 12 -0.919 8 0.032 12 8.468 11 0 1 3.112 8 0.032 12 8.478 11 0 1 3.1 22 8 0.032 12 8.514 1 0 1 3.129 5 0.032 12 8.589 1 0 1 3.133 5 0.032 12 8.717 1 0 1 3.137 2 0.032 12 8.714 6 0 1 3.137 2 0.032 12 8.582 6 0 1 3.104 2 0.032 12 8.502 6 0 1 2.732 11 0.032 12 8.462 6 0 1 2.358 11 0.032 12 8.447 6 0 1 1.979 3/30/2023 5:41:20 PM Checked By : ___ _ LC z-z Momentfk-ftl LC 1 4.842 12 6 20.025 3 1 1.818 12 6 9.051 7 1 -0.721 12 6 1.392 11 1 -3.281 6 6 -0.825 11 1 -9.582 3 6 -2.512 11 1 -15.607 3 8 -3.686 11 1 -19.308 3 3 -4.342 11 12 -20.616 3 3 -4.31 12 12 -20.213 3 7 -1.923 12 1 -1 8.045 3 7 -4.3 12 1 -23.445 3 7 -5.844 12 1 -27.622 3 7 -6.834 12 1 -30.504 3 7 -7.596 12 1 -32.03 3 7 -7.656 11 1 -32.037 3 7 -6.835 11 12 -30.524 3 7 -5.785 11 12 -27.64 3 7 -4.509 11 12 -23.446 3 7 -3.014 11 12 -18.023 3 Member Sec x finl LC v [inl LC z finl LC x Rotate [radl LC (n) Uv' Ratio LC (n) Uz' Ratio LC 1 M1 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 11 0.019 3 0.007 12 0 3 NC 12 NC 12 4 min -0.001 3 -0.006 11 -0.013 3 0 12 NC 1 NC 1 5 3 max 0 11 0.066 3 0.026 12 0 3 NC 12 NC 12 6 min -0.001 3 -0.023 11 -0.046 3 0 12 6869.146 7 NC 1 7 4 max -0.001 11 0.132 3 0.057 12 0 3 NC 12 NC 11 8 min -0.002 3 -0.05 11 -0.089 3 0 12 3899.945 7 4622.384 12 9 5 max -0.001 11 0.206 3 0.099 12 0 3 NC 12 NC 11 10 min -0.003 3 -0.086 11 -0.135 3 0 12 2758.353 7 2676.917 12 11 6 max -0.001 11 0.279 3 0.15 12 0 3 NC 12 NC 8 12 min -0.004 3 -0.131 11 -0.176 3 0 12 2013.193 11 1761 .008 12 13 7 max -0.001 11 0.34 3 0.21 12 0 3 8939.144 12 NC 8 14 min -0.004 3 -0.184 11 -0.204 3 0 12 1437.611 11 1255.087 12 15 8 max -0.001 11 0.38 3 0.279 12 0.001 3 9538.759 12 9920.884 11 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d) Page 27 IIIRISA A t.n,iFTS.CHFK CO~PAN't Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Deflections -Service (Continued/ 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Sec x finl LC v linl LC z linl LC x Rotate lradl LC (n) L/y' Ratio LC (n) Liz' Ratio LC 16 min -0.005 3 -0.244 11 -0.211 3 0 12 1084.132 11 944.854 12 17 9 max -0.002 11 0.389 3 0.357 12 0.001 3 NC 12 NC 11 18 min -0.006 3 -0.31 11 -0.188 3 0 12 850.354 11 740.01 12 19 10 max -0.002 11 0.357 3 0.442 12 0.001 3 NC 12 NC 11 20 min -0.007 3 -0.384 11 -0.128 3 0 12 686.923 11 597.06 12 21 M2 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 11 0.019 3 0.018 8 0 11 NC 12 NC 12 24 min -0.001 3 -0.006 11 0.002 11 0 8 NC 1 9200.07 8 25 3 max 0 11 0.066 3 0.065 8 0 11 NC 12 NC 11 26 min -0.001 3 -0.023 11 0.007 11 0 8 6820.832 7 5044.392 6 27 4 max -0.001 11 0.132 3 0.131 8 0 11 NC 12 NC 11 28 min -0.002 3 -0.051 11 0.013 11 0 8 3884.167 7 2462.532 6 29 5 max -0.001 11 0.206 3 0.206 8 0 11 NC 12 NC 11 30 min -0.003 3 -0.087 11 0.019 11 0 8 2751 .965 7 1526.164 6 31 6 max -0.001 11 0.278 3 0.283 8 0 11 NC 12 9424.255 11 32 min -0.004 3 -0.132 11 0.023 11 0 8 1996.421 11 1083.415 6 33 7 max -0.001 11 0.34 3 0.351 8 0 11 8669.437 12 8867.462 11 34 min -0.004 3 -0.185 11 0.024 11 -0.001 8 1426.389 11 842.274 6 35 8 max -0.001 11 0.38 3 0.403 8 0 11 8779.903 12 9886.655 11 36 min -0.005 3 -0.245 11 0.02 11 -0.001 8 1076.286 11 701 .051 6 37 9 max -0.001 11 0.389 3 0.43 8 0 11 NC 12 NC 11 38 min -0.006 3 -0.313 11 0.009 11 -0.001 8 844.723 11 617.478 6 39 10 max -0.002 11 0.356 3 0.461 6 0 11 NC 12 NC 11 40 min -0.007 3 -0.387 11 -0.009 11 -0.001 8 682.827 11 572.743 6 41 M3 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 42 min 0 1 0 1 0 1 0 1 NC 1 NC 1 43 2 max 0 12 0 2 -0.004 12 0 5 NC 12 NC 12 44 min -0.001 3 -0.012 5 -0.056 3 0 1 NC 1 3009.176 8 45 3 max 0 12 0 2 -0.015 12 0 5 NC 12 NC 12 46 min -0.002 3 -0.042 5 -0.204 3 0 1 6223.215 5 1295.337 3 47 4 max -0.001 12 0 2 -0.029 12 0 5 NC 12 NC 10 48 min -0.003 3 -0.088 5 -0.418 3 0 1 2986.043 5 632.306 3 49 5 max -0.001 12 0 2 -0.043 12 0 5 NC 12 NC 10 50 min -0.004 3 -0.145 5 -0.673 3 0 1 1815.2 5 392.18 3 51 6 max -0.001 12 0 2 -0.054 12 0 5 NC 12 8296.561 8 52 min -0.005 3 -0.21 5 -0.946 3 0 1 1259.85 5 278.988 3 53 7 max -0.001 12 0 3 -0.059 12 0 5 NC 12 4619.525 12 54 min -0.006 3 -0.277 5 -1 .212 3 0 1 953.37 5 217.748 3 55 8 max -0.001 12 0 3 -0.054 12 0 5 NC 12 5043.969 12 56 min -0.008 3 -0.344 5 -1.447 3 0 1 767.831 5 182.433 3 57 9 max -0.001 12 0 3 -0.037 12 0 5 NC 12 7651 .99 12 58 min -0.009 3 -0.407 5 -1.626 3 0 1 649.114 5 162.371 3 59 10 max -0.002 12 0 3 -0.002 12 0 5 NC 12 NC 12 60 min -0.01 3 -0.462 5 -1.724 3 0 1 571.296 5 153.1 3 61 M4 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 62 min 0 1 0 1 0 1 0 1 NC 1 NC 1 63 2 max 0 11 0 3 0.059 8 0 6 NC 12 NC 11 64 min -0.001 3 -0.011 5 0.016 11 0 11 NC 1 4486.218 8 65 3 max 0 11 0 3 0.213 8 0 6 NC 12 4630.917 11 66 min -0.002 3 -0.042 5 0.057 11 0 11 6291 .75 5 1237.472 8 67 4 max -0.001 11 0 3 0.439 8 0 6 NC 12 2254.403 11 68 min -0.003 3 -0.088 5 0.117 11 0 11 3014.467 5 601 .26 8 69 5 max -0.001 11 0 3 0.712 8 0 6 NC 12 1393.927 11 70 min -0.004 3 -0.144 5 0.189 11 0 11 1829.48 5 370.91 8 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 28 IIIRISA Company : CCI Designer : WCE Job Number : E3208 • ~r.-nscHEK co"'P'-"v Model Name : BMoore Envelope Member Section Deflections -Service (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Sec x linl LC y [in] LC z linl LC x Rotate lradl LC (n) Uv' Ratio LC In) Uz' Ratio LC 71 6 max -0.001 11 0 3 1.007 8 0 6 NC 12 987.938 11 72 min -0.005 3 -0.208 5 0.267 11 0 11 1267.374 5 262.117 8 73 7 max -0.001 11 0 2 1.301 8 0 6 NC 12 767.569 11 74 min -0.006 3 -0.276 5 0.344 11 0 11 956.954 5 202.885 8 75 8 max -0.001 11 0 2 1.57 8 0 6 NC 12 639.377 11 76 min -0.008 3 -0.343 5 0.413 11 0 11 768.708 5 168.166 8 77 9 max -0.002 11 0 2 1.789 8 0 6 NC 12 564.769 11 78 min -0.009 3 -0.408 5 0.467 11 0 11 647.816 5 147.552 8 79 10 max -0.002 11 0 2 1.935 8 0 6 NC 12 527.021 11 80 min -0.01 3 -0.465 5 0.501 11 0 11 567.972 5 136.409 8 81 M5 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 82 min 0 1 0 1 0 1 0 1 NC 1 NC 1 83 2 max 0 12 -0.003 12 0.007 12 0 12 NC 12 NC 12 84 min -0.001 3 -0.023 7 -0.013 3 0 3 5784.485 7 NC 1 85 3 max 0 12 -0.01 12 0.027 12 0 12 NC 12 NC 11 86 min -0.001 3 -0.083 7 -0.046 3 0 3 4307.879 5 9682.883 12 87 4 max -0.001 12 -0.019 12 0.059 12 0 12 NC 12 NC 11 88 min -0.002 3 -0.168 7 -0.089 3 0 3 2098.326 5 4458.048 12 89 5 max -0.001 12 -0.028 12 0.102 12 0 12 NC 12 NC 8 90 min -0.003 3 -0.267 7 -0.135 3 0 3 1297.296 5 2592.578 12 91 6 max -0.001 12 -0.036 12 0.154 12 0 12 NC 12 NC 8 92 min -0.004 3 -0.371 7 -0.177 3 0 3 918.439 5 1713.054 12 93 7 max -0.001 12 -0.042 12 0.215 12 0 12 9724.964 12 9582.69 8 94 min -0.004 3 -0.469 7 -0.205 3 0 3 711.785 5 1226.62 12 95 8 max -0.001 12 -0.042 12 0.284 12 0 12 NC 12 7438.087 11 96 min -0.005 3 -0.549 7 -0.211 3 -0.001 3 590.26 5 928.001 12 97 9 max -0.001 12 -0.036 12 0.361 12 0 12 NC 12 NC 11 98 min -0.006 3 -0.603 7 -0.189 3 -0.001 3 517.57 5 730.619 12 99 10 max -0.002 12 -0.022 12 0.445 12 0 12 NC 12 NC 11 100 min -0.007 3 -0.619 7 -0.129 3 -0.001 3 477.364 5 592.735 12 101 M6 1 max 0 12 0 12 0 12 0 12 NC 12 NC 12 102 min 0 1 0 1 0 1 0 1 NC 1 NC 1 103 2 max 0 12 -0.005 12 0.018 8 0 8 NC 12 NC 12 104 min -0.001 3 -0.023 7 0.003 11 0 11 5801.55 7 9577.165 8 105 3 max 0 12 -0.017 12 0.064 8 0 8 NC 12 NC 11 106 min -0.001 3 -0.083 7 0.01 11 0 11 4251 .779 5 5206.61 6 107 4 max -0.001 12 -0.033 12 0.128 8 0 8 NC 12 NC 11 108 min -0.002 3 -0.169 7 0.019 11 0 11 2072.915 5 2542.836 6 109 5 max -0.001 12 -0.052 12 0.202 8 0 8 NC 12 NC 8 110 min -0.003 3 -0.269 7 0.027 11 0 11 1282.946 5 1576.685 6 111 6 max -0.001 12 -0.07 12 0.276 8 0 8 NC 12 6600.68 11 112 min -0.004 3 -0.374 7 0.033 11 0 11 909.436 5 11 19.879 6 113 7 max -0.001 12 -0.084 12 0.343 8 0.001 8 8533.89 12 6206.847 11 114 min -0.004 3 -0.472 7 0.034 11 0 11 705.913 5 871 .153 6 115 8 max -0.001 12 -0.092 12 0.393 8 0.001 8 8721 .681 12 6917.084 11 116 min -0.005 3 -0.552 7 0.028 11 0 11 586.546 5 725.609 6 117 9 max -0.002 12 -0.091 12 0.418 8 0.001 8 NC 12 NC 11 118 min -0.006 3 -0.605 7 0.014 11 0 11 515.629 5 639.663 6 119 10 max -0.002 12 -0.079 12 0.444 6 0.001 8 NC 12 NC 11 120 min -0.007 3 -0.619 7 -0.013 11 0 11 477.205 5 593.97 6 121 M7 1 max 0.313 11 0.081 8 0.303 12 0.001 12 NC 12 NC 12 122 min -0.49 8 -0.057 11 -0.105 3 -0.001 3 NC 1 NC 1 123 2 max 0.312 11 0.029 12 0.332 12 0.001 12 NC 12 NC 12 124 min -0.492 8 -0.287 7 -0.08 3 -0.002 3 1472.004 7 NC 1 125 3 max 0.312 11 -0.052 12 0.36 12 0 12 3876.676 12 NC 11 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d) Page 29 IIIRISA Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Deflections -Service (Continued) 3/30/2023 5:41 :20 PM Checked By : ___ _ Member Sec x finl LC v finl LC z linl LC x Rotate lradl LC (n) Uv' Ratio LC (n) Uz' Ratio LC 126 min -0.493 8 -0.705 7 -0.053 3 -0.003 3 585.14 3 5221.115 8 127 4 max 0.312 11 -0.169 12 0.387 12 0 12 1848.383 12 NC 2 128 min -0.494 8 -1 .204 3 -0.023 3 -0.003 3 328.684 3 3447.971 8 129 5 max 0.311 11 -0.306 12 0.415 6 -0.001 12 1148.461 12 NC 2 130 min -0.496 8 -1 .803 3 0.001 1 -0.004 3 222.755 3 2560.412 8 131 6 max 0.311 11 -0.447 12 0.445 6 -0.001 12 825.037 12 7596.441 2 132 min -0.497 8 -2.395 3 0.015 1 -0.005 3 168.997 3 2019.158 8 133 7 max 0.31 11 -0.582 12 0.475 6 -0.001 12 650.511 12 5932.668 2 134 min -0.498 8 -2.935 3 0.03 1 -0.006 3 138.5 3 1653.516 8 135 8 max 0.31 11 -0.701 12 0.505 6 -0.002 11 547.627 12 4760.793 2 136 min -0.5 8 -3.391 3 0.047 1 -0.006 3 120.174 3 1392.136 8 137 9 max 0.309 11 -0.8 12 0.534 6 -0.002 11 484.353 12 3897.971 2 138 min -0.501 8 -3.744 3 0.067 1 -0.007 3 109.026 3 1195.25 8 139 10 max 0.308 11 -0.875 12 0.564 6 -0.003 11 445.269 12 3241.776 2 140 min -0.502 8 -3.985 3 0.088 1 -0.008 3 102.514 3 1039.317 8 141 MB 1 max -0.378 2 0.2 7 -0.133 11 0 11 NC 12 NC 11 142 min -1 .177 7 0.063 1 -1.561 8 -0.003 8 NC 1 253.69 3 143 2 max -0.379 2 0.156 5 -0.11 11 0.001 11 NC 12 NC 11 144 min -1 .179 7 0.018 1 -1 .546 8 -0.002 6 3848.552 3 258.731 3 145 3 max -0.379 2 0.097 11 -0.067 11 0.001 7 NC 12 6284.874 11 146 min -1 .18 7 -0.289 3 -1.463 8 -0.001 12 908.267 3 276.911 3 147 4 max -0.38 2 -0.004 12 -0.01 11 0.001 7 3895.253 12 3368.52 11 148 min -1 .181 7 -0.796 3 -1 .324 8 -0.001 12 430.449 3 310.78 3 149 5 max -0.38 2 -0.136 12 0.055 11 0.002 3 1733.232 12 2197.653 11 150 min -1 .183 7 -1.387 3 -1 .143 8 0 12 266.745 3 367.447 3 151 6 max -0.381 2 -0.287 12 0.124 11 0.003 3 1063.086 12 1608.089 11 152 min -1.184 7 -2 3 -0.932 8 0 12 191 .23 3 463.025 3 153 7 max -0.381 2 -0.442 12 0.193 11 0.003 3 761 .254 12 1780.267 12 154 min -1.185 7 -2.587 3 -0.706 8 0 12 150.471 3 637.128 3 155 8 max -0.381 2 -0.589 12 0.257 11 0.004 3 599.393 12 2781 .58 12 156 min -1.187 7 -3.11 3 -0.503 6 0.001 11 126.443 3 712.691 5 157 9 max -0.382 2 -0.719 12 0.325 5 0.005 3 504.049 12 6026.851 12 158 min -1.188 7 -3.544 3 -0.395 12 0.001 11 111 .665 3 615.776 5 159 10 max -0.382 2 -0.828 12 0.438 7 0.006 3 445.279 12 NC 12 160 min -1 .189 7 -3.872 3 -0.326 12 0.001 11 102.593 3 552.699 5 161 M9 1 max 0.31 11 0.057 3 0.395 6 0.002 8 NC 12 NC 12 162 min -0.359 3 -0.056 11 -0.22 11 -0.001 11 NC 1 1620.729 8 163 2 max 0.309 11 -0.087 2 0.421 6 0.003 8 3822.851 2 NC 11 164 min -0.361 3 -0.286 7 -0.238 11 0 11 1472.39 7 1587.248 8 165 3 max 0.309 11 -0.264 2 0.443 6 0.003 8 1450.97 2 NC 11 166 min -0.362 3 -0.705 7 -0.255 11 0 11 584.636 3 1577.991 8 167 4 max 0.308 11 -0.481 2 0.457 6 0.004 8 895.337 11 NC 2 168 min -0.363 3 -1.205 3 -0.27 11 0 11 328.409 3 1614.049 8 169 5 max 0.308 11 -0.679 11 0.461 6 0.004 8 665.856 11 NC 2 170 min -0.365 3 -1.805 3 -0.287 5 0.001 11 222.582 3 1722.062 8 171 6 max 0.308 11 -0.82 11 0.454 12 0.005 3 542.273 11 7603.838 2 172 min -0.366 3 -2.397 3 -0.308 5 0.001 11 168.877 3 1953.6 8 173 7 max 0.307 11 -0.937 11 0.436 12 0.006 3 470.438 11 5937.155 2 174 min -0.367 3 -2.937 3 -0.331 5 0.001 11 138.407 3 2036.343 7 175 8 max 0.306 11 -1.025 11 0.408 12 0.006 3 427.891 11 6147.379 12 176 min -0.369 3 -3.393 3 -0.353 5 0.002 12 120.099 3 1689.303 7 177 9 max 0.306 11 -1.082 11 0.375 12 0.007 3 403.94 11 NC 12 178 min -0.37 3 -3.746 3 -0.386 7 0.002 12 108.968 3 1432.028 7 179 10 max 0.305 11 -1 .111 11 0.341 12 0.008 3 392.721 11 NC 12 180 min -0.371 3 -3.987 3 -0.433 7 0.002 12 102.472 3 1220.27 3 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 30 IIIRISA A Nf..,\ETSCHE-K CO►.tPANY Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Deflections -Service (Continued) 3/30/2023 5:41:20 PM Checked By : ___ _ Member Sec x linl LC v linl LC z [in] LC x Rotate lradl LC (n) Liv' Ratio LC (n) Uz' Ratio LC 181 M10 1 max -0.007 12 0.2 7 1.395 3 0.001 3 NC 12 NC 12 182 min -1 .181 7 0 12 -0.002 12 -0.001 12 NC 1 253.522 3 183 2 max -0.008 12 0.157 5 1.363 3 0.001 3 NC 11 NC 12 184 min -1 .182 7 -0.076 12 -0.025 12 -0.001 12 3180.062 8 258.577 3 185 3 max -0.008 12 0.097 11 1.258 3 0 2 NC 11 6270.494 12 186 min -1.183 7 -0.35 8 -0.068 12 -0.001 6 897.874 8 276.759 3 187 4 max -0.009 12 -0.014 11 1.094 3 0 2 3212.734 11 3351 .556 12 188 min -1 .184 7 -0.81 8 -0.126 12 -0.001 8 429.519 3 310.623 3 189 5 max -0.009 12 -0.164 11 0.889 3 -0.001 2 1486.124 11 2184.722 12 190 min -1.186 7 -1.389 3 -0.192 12 -0.002 8 266.339 3 367.275 3 191 6 max -0.01 12 -0.334 11 0.656 3 -0.001 11 923.19 11 1597.138 12 192 min -1 .187 7 -2.003 3 -0.261 12 -0.003 3 191.015 3 462.825 3 193 7 max -0.01 12 -0.508 11 0.411 3 -0.001 11 664.892 1t 1707.043 2 194 min -1 .188 7 -2.589 3 -0.331 12 -0.003 3 150.341 3 636.877 3 195 8 max -0.011 12 -0.674 11 0.17 3 -0.001 11 525.289 11 2723.986 2 196 min -1.19 7 -3.113 3 -0.398 12 -0.004 3 126.358 3 705.131 5 197 9 max -0.011 12 -0.82 11 -0.021 2 -0.001 12 443.027 11 5985.371 2 198 min -1.191 7 -3.546 3 -0.471 6 -0.005 3 111.606 3 606.987 6 199 10 max -0.012 12 -0.939 11 -0.09 2 -0.001 12 392.839 11 NC 9 200 min -1.192 7 -3.874 3 -0.556 8 -0.006 3 102.551 3 540.087 6 201 M11 1 max 0.006 7 -0.919 12 0.738 7 0 12 NC 12 NC 12 202 min -0.529 6 -3.989 3 0.151 1 -0.002 7 NC 1 NC 1 203 2 max 0.005 5 -0.996 12 0.793 7 0 12 4738.678 12 NC 11 204 min -0.53 6 -4.196 3 0.174 1 -0.002 7 1159.227 3 3962.333 3 205 3 max 0.004 5 -1 .065 12 0.835 7 0 12 2557.194 12 7144.646 11 206 min -0.53 6 -4.361 3 0.191 1 -0.002 7 646.522 3 2262.246 3 207 4 max 0.004 5 -1 .123 12 0.864 7 0 12 1901.903 12 5424.026 11 208 min -0.53 6 -4.475 3 0.203 1 -0.002 7 494.755 3 1758.436 3 209 5 max 0.003 5 -1.167 12 0.878 7 0 12 1651.714 12 4810.262 11 210 min -0.531 6 -4.533 3 0.208 1 -0.002 7 441 .515 3 1582.008 3 211 6 max 0.003 11 -1 .187 11 0.878 7 0 12 1648.706 11 4804.446 11 212 min -0.531 6 -4.533 3 0.208 1 -0.002 7 441 .535 3 1582.05 3 213 7 max 0.003 11 -1.171 11 0.864 7 0 12 1848.693 11 5404.111 11 214 min -0.532 6 -4.475 3 0.203 1 -0.002 7 494.817 3 1758.575 3 215 8 max 0.002 11 -1 .141 11 0.835 7 0 12 2416.481 11 7099.972 11 216 min -0.532 6 -4.361 3 0.191 1 -0.002 7 646.632 3 2262.545 3 217 9 max 0.002 11 -1.097 11 0.793 7 0 12 4341 .577 11 NC 12 218 min -0.533 6 -4.197 3 0.173 12 -0.002 7 1159.414 3 3963.067 3 219 10 max 0.002 11 -1 .041 11 0.738 7 0 12 NC 12 NC 12 220 min -0.533 6 -3.991 3 0.149 12 -0.002 7 NC 1 NC 1 221 M12 1 max 0.078 11 0.189 8 1.57 8 0.003 8 NC 12 814.655 12 222 min -1 .116 8 -0.016 11 0.527 1 0 1 NC 1 253.522 3 223 2 max 0.077 11 0.142 8 1.552 8 0.002 6 NC 12 808.033 12 224 min -1.117 8 -0.092 11 0.514 1 0 1 3181.46 7 258.577 3 225 3 max 0.077 11 0.091 12 1.465 8 0.002 12 NC 12 841.105 12 226 min -1 .119 8 -0.354 7 0.474 1 0 3 905.296 3 276.759 3 227 4 max 0.076 11 -0.005 12 1.323 8 0.001 12 3959.406 12 919.424 12 228 min -1 .12 8 -0.802 7 0.412 1 -0.001 3 429.519 3 310.623 3 229 5 max 0.076 11 -0.133 12 1.139 8 0.001 12 1777.489 12 1061.458 12 230 min -1.121 8 -1.389 3 0.333 1 -0.002 3 266.339 3 367.275 3 231 6 max 0.075 11 -0.278 12 0.925 8 0 12 1096.129 12 1310.787 12 232 min -1.123 8 -2.003 3 0.245 1 -0.003 3 191.015 3 462.825 3 233 7 max 0.075 11 -0.425 12 0.697 8 0 12 788.718 12 1776.579 12 234 min -1 .124 8 -2.589 3 0.153 1 -0.003 3 150.341 3 636.877 3 235 8 max 0.075 11 -0.564 12 0.49 6 -0.001 12 624.135 12 2800.132 12 RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 31 IIIRISA Company : CCI Designer : WCE Job Number : E3208 A,.,.,nscHe"co,,PANv Model Name : BMoore Envelope Member Section Deflections -Service (Continued) Member Sec x finl LC v linl LC z [in] LC x Rotate lradl 236 min -1.125 8 -3.113 3 0.062 1 -0.004 237 9 max 0.074 11 -0.685 12 0.382 12 -0.001 238 min -1.126 8 -3.546 3 -0.052 3 -0.005 239 10 max 0.074 11 -0.783 12 0.315 12 -0.001 240 min -1.128 8 -3.874 3 -0.24 3 -0.006 241 M13 1 max -0.137 2 0.089 7 0.32 5 0.002 242 min -0.539 7 0.021 1 -0.295 12 -0.001 243 2 max -0.137 2 0.045 11 0.336 5 0.003 244 min -0.54 7 -0.208 3 -0.322 12 -0.001 245 3 max -0.138 2 -0.038 11 0.348 5 0.003 246 min -0.541 7 -0.652 3 -0.349 12 0 247 4 max -0.138 2 -0.163 11 0.353 5 0.004 248 min -0.543 7 -1 .205 3 -0.374 12 0 249 5 max -0.139 2 -0.302 12 0.348 5 0.004 250 min -0.544 7 -1.805 3 -0.4 6 0 251 6 max -0.139 2 -0.438 12 0.333 11 0.005 252 min -0.545 7 -2.397 3 -0.429 6 0.001 253 7 max -0.14 2 -0.566 12 0.308 11 0.006 254 min -0.546 7 -2.937 3 -0.459 6 0.001 255 8 max -0.14 2 -0.677 12 0.273 11 0.006 256 min -0.548 7 -3.393 3 -0.489 6 0.002 257 9 max -0.141 2 -0.766 12 0.231 11 0.007 258 min -0.549 7 -3.746 3 -0.52 6 0.002 259 10 max -0.141 2 -0.831 12 0.187 11 0.008 260 min -0.55 7 -3.987 3 -0.553 6 0.002 261 M14 1 max 0.069 11 0.167 3 -0.006 12 0.001 262 min -1 .001 3 -0.014 11 -1.462 7 -0.002 263 2 max 0.068 11 0.059 3 0.017 12 0.001 264 min -1 .002 3 -0.083 11 -1.448 7 -0.001 265 3 max 0.068 11 -0.119 2 0.06 12 0.001 266 min -1 .003 3 -0.338 7 -1 .365 7 -0.001 267 4 max 0.068 11 -0.316 2 0.117 12 0.002 268 min -1 .005 3 -0.796 3 -1 .226 7 0 269 5 max 0.067 11 -0.458 11 0.183 12 0.002 270 min -1.006 3 -1 .387 3 -1.044 7 0 271 6 max 0.067 11 -0.59 11 0.252 12 0.003 272 min -1 .007 3 -2 3 -0.833 7 0 273 7 max 0.066 11 -0.709 11 0.321 12 0.003 274 min -1 .008 3 -2.587 3 -0.607 7 0.001 275 8 max 0.066 11 -0.808 11 0.387 12 0.004 276 min -1 .009 3 -3.11 3 -0.379 7 0.001 277 9 max 0.065 11 -0.886 11 0.46 6 0.005 278 min -1.011 3 -3.544 3 -0.261 11 0.001 279 10 max 0.065 11 -0.943 11 0.547 8 0.006 280 min -1 .012 3 -3.872 3 -0.185 11 0.001 281 M15 1 max 0.24 12 0.09 7 -0.04 2 0 282 min -0.545 7 -0.044 12 -0.391 6 -0.002 283 2 max 0.24 12 0.054 11 -0.031 2 -0.001 284 min -0.546 7 -0.268 8 -0.416 6 -0.003 285 3 max 0.24 12 -0.019 11 -0.022 2 -0.001 286 min -0.548 7 -0.68 8 -0.438 6 -0.003 287 4 max 0.239 12 -0.131 11 -0.011 2 -0.001 288 min -0.549 7 -1 .204 3 -0.452 6 -0.004 289 5 max 0.239 12 -0.267 11 0.01 3 -0.001 290 min -0.55 7 -1 .803 3 -0.454 6 -0.004 RISA-3D Version 20 ( BMoore Dbl 60x55x20 Hip_Rev1 .r3d] LC (n) Uv' Ratio 3 126.358 11 527.769 3 111.606 11 469.19 3 102.551 7 NC 12 NC 7 NC 12 1563.032 7 3957.766 12 584.636 7 1863.847 12 328.409 3 1167.904 12 222.582 3 844.742 12 168.877 3 670.344 12 138.407 3 568.092 11 120.099 3 506.133 11 108.968 3 469.146 11 102.472 12 NC 7 NC 12 9300.317 5 3316.258 6 2338.702 11 908.267 8 1349.087 11 430.449 8 933.181 11 266.745 3 719.239 11 191.23 3 596.415 11 150.471 3 521 .61 12 126.443 3 474.939 12 111.665 3 445.893 12 102.593 2 NC 8 NC 2 NC 8 1522.653 2 4779.107 8 585.14 2 2076.501 8 328.684 2 1237.095 8 222.755 3/30/2023 5:41:20 PM Checked By : ___ _ LC (n) Uz' Ratio LC 3 1011 .677 3 12 6135.978 12 3 2209.031 3 12 NC 12 3 NC 1 12 NC 12 1 1309.986 7 12 NC 12 3 1317.917 7 11 NC 2 3 1343.433 7 12 NC 2 3 1403.228 7 12 NC 2 3 1521 .265 7 12 7603.838 2 3 1744.056 7 12 5937.155 2 3 1694.161 8 12 4848.734 11 3 1418.113 8 12 9435.572 11 3 1209.691 8 12 NC 11 3 1044.445 8 12 NC 12 1 253.69 3 2 NC 12 8 258.731 3 11 6298.247 12 3 276.911 3 11 3368.217 12 3 310.78 3 11 2196.521 12 3 367.447 3 11 1606.366 12 3 463.025 3 11 1707.261 2 3 637.128 3 11 2724.298 2 3 709.407 6 11 5985.96 2 3 609.764 6 11 NC 11 3 542.656 6 12 NC 4 1 1261 .722 7 11 NC 4 8 1278.514 7 11 NC 2 3 1312.866 7 11 NC 2 3 1381 .098 7 11 NC 2 3 1507.423 7 Page 32 IIIRISA A NFMfTSCHEI': COW.PANl Company : CCI Designer : WCE Job Number : E3208 Model Name : BMoore Envelope Member Section Deflections -Service (Continued) Member Sec x finl LC v finl LC z finl 291 6 max 0.238 12 -0.41 11 0.047 292 min -0.552 7 -2.395 3 -0.446 293 7 max 0.238 12 -0.548 11 0.087 294 min -0.553 7 -2.935 3 -0.427 295 8 max 0.237 12 -0.674 11 0.132 296 min -0.554 7 -3.391 3 -0.399 297 9 max 0.237 12 -0.779 11 0.181 298 min -0.556 7 -3.744 3 -0.364 299 10 max 0.237 12 -0.861 11 0.234 300 min -0.557 7 -3.985 3 -0.329 301 M16 1 max 0.019 5 -0.873 12 0.293 302 min -0.515 6 -3.991 3 -0.402 303 2 max 0.019 5 -0.938 12 0.265 304 min -0.515 6 -4.197 3 -0.462 305 3 max 0.018 5 -0.995 12 0.243 306 min -0.516 6 -4.361 3 -0.508 307 4 max 0.018 5 -1 .041 12 0.229 308 min -0.516 6 -4.475 3 -0.539 309 5 max 0.017 5 -1.075 12 0.222 310 min -0.517 6 -4.533 3 -0.554 311 6 max 0.017 5 -1 .077 11 0.222 312 min -0.517 6 -4.533 3 -0.554 313 7 max 0.017 5 -1.054 11 0.229 314 min -0.518 6 -4.475 3 -0.539 315 8 max 0.016 11 -1.018 11 0.243 316 min -0.518 6 -4.361 3 -0.508 317 9 max 0.016 11 -0.972 11 0.265 318 min -0.518 6 -4.196 3 -0.463 319 10 max 0.016 11 -0.918 11 0.293 320 min -0.519 6 -3.989 3 -0.402 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks LC x Rotate fradl LC (n) Uv' Ratio 3 -0.002 11 867.004 12 -0.005 3 168.997 3 -0.002 11 672.171 12 -0.006 3 138.5 3 -0.002 12 558.756 12 -0.006 3 120.174 3 -0.002 12 489.248 12 -0.007 3 109.026 3 -0.002 12 446.059 12 -0.008 3 102.514 11 0.001 3 NC 3 0 11 NC 11 0.001 3 5145.455 3 0 11 1159.414 11 0.001 3 2810.318 3 0 11 646.632 11 0.001 3 2115.063 3 0 11 494.817 11 0.001 3 1858.541 3 0 11 441 .535 11 0.001 3 1837.364 3 0 11 441 .515 11 0.001 3 2094.259 3 0 11 494.755 11 0.001 3 2785.358 3 0 11 646.522 11 0.001 3 5084.612 3 0 11 1159.227 11 0.001 3 NC 3 0 11 NC 3/30/2023 5:41:20 PM Checked By : ___ _ LC (nl Uz' Ratio LC 11 7596.441 2 3 1739.307 7 11 5932.668 2 3 2149.365 3 11 5960.912 12 3 1745.764 3 11 NC 12 3 1447.711 3 11 NC 12 3 1220.02 3 12 NC 12 1 NC 1 12 NC 2 3 3842.841 7 12 6012.996 2 3 2192.3 7 12 4675.53 2 3 1702.225 7 12 4207.303 2 3 1530.013 7 11 4207.265 2 3 1530.148 7 11 4675.405 2 3 1702.677 7 11 6012.727 2 3 2193.27 7 11 NC 12 3 3845.227 7 12 NC 12 1 NC 1 Member Shaoe Code CheckLocfft LC Shear CheckLoc[ft Dir LC Pnc/om fk Pnt/om fk Mnvv/om fk-ft Mnzz/om [k-ft Cb Eqn 1 M1 HSS12X12X~ 0.599 22 3 0.037 22 y 3 300.19 369.102 112.567 112.567 >.22€ H1-1 2 M2 HSS12X12X 0.598 22 3 0.037 22 V 3 300.19 369.102 112.567 112.567 2.22€ H1 -1 b 3 M3 HSS12X12XE 0.666 0 7 0.064 22 z 3 357.197 440.719 148.55 148.55 >.22, H1-1~ 4 M4 HSS12X12XE 0.667 0 8 0.064 0 z 8 357.197 440.719 148.55 148.55 ,.14f H1-1t 5 M5 HSS12X12X! 0.598 22 3 0.037 22 V 3 300.19 369.102 112.567 112.567 2.22E H1-1t 6 M6 HSS12X12X5 0.599 22 3 0.037 22 y 3 300.19 369.102 112.567 112.567 '.22E H1-1t 7 M7 HSS10X10X6 0.459 0 3 0.092 0 V 8 170.948 363.593 108.343 108.343 tz.35.d H1-11- 8 MB HSS10X10Xf 0.737 0 3 0.101 0 y 8 170.948 363.593 108.343 108.343 2.72~ H1-1t 9 M9 HSS10X10XF 0.459 0 3 0.088 0 V 3 170.948 363.593 108.343 108.343 2.35~ H1-1t 10 M10 HSS10X10XE 0.738 0 3 0.098 0 V 3 170.948 363.593 108.343 108.343 ,.12~ H1-H 11 M11 HSS10X10XE 0.39 9.899 3 0.028 0 V 8 282.263 363.593 108.343 108.343 1.061 H1-1t 12 M12 HSS10X10XE 0.738 0 3 0.1 0 V 8 170.948 363.593 108.343 108.343 2.72 H1-1t 13 M13 HSS10X10XE 0.459 0 3 0.09 0 V 8 170.948 363.593 108.343 108.343 ,_35• H1-H 14 M14 HSS10X10Xf 0.737 0 3 0.098 0 V 3 170.948 363.593 108.343 108.343 2.72~ H1 -1t 15 M15 HSS10X10XE 0.459 0 3 0.088 0 V 3 170.948 363.593 108.343 108.343 ,_3!..od H1-1t 16 M16 HSS10X10Xf 0.39 10.101 3 0.026 0 y 8 282.263 363.593 108.343 108.343 1.061 H1-1 b RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Page 33 Company : CCI Designer : WCE IIIRISA A NFMfTSCHfK COUPA.NY Job Number : E3208 Model Name : BMoore Material Take-Off Material Size Pieces 1 Hot Rolled Steel 2 A500 Gr.B RECT HSS10X10X6 10 3 A500 Gr.B RECT HSS12X12X5 4 4 A500 Gr.B RECT HSS12X12X6 2 5 Total HR Steel 16 Warning Log No Data to Print... RISA-3D Version 20 [ BMoore Dbl 60x55x20 Hip_Rev1 .r3d] Lenathlftl 316.2 88 44 448.2 3/30/2023 5:41 :20 PM Checked By : ___ _ Weight[K] 15.277 4.316 2.576 22.169 Page 34 JOB NAME: JOB NO.: DATE: ENGINEER: DWG. REF.: TAB NO.: SHEET NO.: Main Wind-Force Resisting System Wall Pressures -ASCE 7-18 For Buildings of All Heights General parameters: Risk Category (I, II, 111, IV): Basic Wind Speed, V: Mean recurrence interval: MRI factor: Adjusted Basic Wind Speed, V: Exposure Category (B, C, D): a: z:g: Topographic factor, K21: Wind directionality factor, ~: Gust Effect Factor, G (x-dir. wind): Gust Effect Factor, G (y-dir. wind): Internal pressure coefficient, +GCP;: Internal pressure coefficient, -GCpi: Windward pressure coefficient, Cp: Side pressure coefficient, Cp: Parapet: Total Force of Both Parapets (x-dir.) Total Force of Both Parapets (y-dir.) Force Applied at Height (x-dir.): Force Applied at Height (y-dir.): Base moments and shears: II 110 mph 50 year 1.00 110 mph C 9.50 900 1.00 0.85 0.95 0.95 0.00 0.00 0.80 -0.70 0.0 k 0.0 k 15.0 ft 15.0 ft Distance from ground level (z=0) to foundation: Base shear due to x-direction wind (excluding ground level): Base moment due to x-direction wind at ground level (z=0): Base moment due to x-direction wind at foundation: Base shear due toy-direction wind (excluding ground level): Base moment due toy-direction wind at ground level (z=0): Base moment due to y-direction wind at foundation: Notes: Building properties: Mean Roof Height, h: Parapet Height: Typical length in x-direction, L1: Typical length in y-direction, L2: Velocity pressure coeff. Kh: Velocity pressure qh: Recommended Gust Effect Factors: Damping ratio, ~: Building period, T (x-dir.): Building period, T (y-dir.): Gust Effect Factor, G (x-dir.): Gust Effect Factor, G (y-dir.): L,c§: L1 Simplified Parapet Calculations: Total Force of Both Par. (x-dir.) Total Force of Both Par. (y-dir.) Force Applied at Height (x-dir.): Force Applied at Height (y-dir.): 3 ft 31 k -1,358 k-ft -1,266 k-ft 31 k -1,358 k-ft -1,266 k-ft 15 ft 0 ft 55 ft 55 ft 0.85 22.4 psf 0.015 1.00 sec 1.00 sec 0.85 0.85 0.0 k 0.0 k 15.0 ft 15.0 ft 1. Positive and negative pressures signify pressures acting toward and away from the surfaces, respectively. 2. Refer to Figure 27 .4-1, ASCE 7-10 for wind pressure diagrams. i::11 JOB NAME: JOB NO.: DATE: ENGINEER: DWG.REF.: TAB NO.: SHEET NO.: Main Wind-Force Resisting System Wall Pressures -ASCE 7-18 For Buildings of All Heights Buildings properties and Results: X-direction wind Y-direction wind z (user) L1 (user) L2 (user) Kz qz L1 L2 p F p F (ft) (ft) (ft) (psf) (ft) (ft) (psf) (k) (psf) (k) 15 0.85 22.4 55 55 27.6 -125 27.6 -125 180 1.43 37.7 55 55 39.3 -157 39.3 -157 160 1.40 36.8 55 55 38.6 42 38.6 42 140 1.36 35.8 55 55 37.8 42 37.8 42 120 1.32 34.6 55 55 36.9 41 36.9 41 100 1.27 33.3 55 55 35.9 40 35.9 40 80 1.21 31.8 55 55 34.8 38 34.8 38 60 1.14 29.9 55 55 33.4 37 33.4 37 40 1.04 27.5 55 55 31 .5 35 31.5 35 20 0.90 23.7 55 55 28.7 24 28.7 24 10 0.85 22.4 55 55 27.6 15 27.6 15 0 0.85 22.4 55 55 27.6 8 27.6 8 -------- -------- -------- -------- -------- -------. -------. -------. ----. --. -------- ------. - -------- ------. - -------- -------- ----. --- -----. -- ------. - -----. . - -----. -- ----. --- B1A E = I 19000 ksi A= I .UJ:l in 2 L = I J 1 ft. Vv= I kips ~i-------L--------.~ w .00 degrees P= = 2tan0 delta = .00 in. I .066 k/ft. v, ( uni f or m ) ~-----L----~~ [ 3 L ] 113 wl 2 delta = L w = 96.00 in. p = 64EA 8 delta -- B2 kips 1.0 kips vall /"'\, o, V Ol u Single Cable PreT +Wind Ld E = I 19000 ksi A= I .UJ:l in 2 L = I 4J ft. Vv ='kips fl--------L----------i~ w .00 degrees P= = 2tan9 delta = .00 in. I .oss k/ft. v, ( u n if or m ) ~1--------L-----~ delta= L [ 3wL ] 113 = 164.09 in. 64EA P= R?A wL 2 --8 delta kips 1.5 kips Single Cable PreT +Wind Ld E = I 19000 ksi A = I .UJ~ in 2 L = I Jt> ft. VV = I kips ~1--------L-----~ w 9 = [:Ar 13 = .00 degrees P= = 2tan0 delta = .00 in. I .1 05 k/ft. v, ( u n if o rm ) ~....-----L-----~ delta= L [ 3wl ] 1/3 = 96.50 in. 64EA P= 828 wL2 --8 delta kips 2.0 kips Single Cable Pre T +Wind Ld Title: Dsgnr: Date: Description : Scope: Steel Column Base Plate Description Typical Hip End Plate I General Information Loads Axial Load X-X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width I Summary I 5.00 k 60.00 k-ft 16.000 in 16.000 in 1.000 in 24.000 in 24.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,640.2 psi Allow per ACI318-95, A3.1 = 0.3 • f'c • Sqrt(A2/A1) • LDF 5,985.0 psi Allow per AISC J9 Plate Bending Stress Actual fb Max Allow Plate Fb Tension Bolt Force Actual Tension Allowable 6,982.5 psi Thickness OK 34,221.4 psi 35,910.0 psi Bolt Tension OK 15.322 k 17.700 k Steel Section TS10x10x3/8 Section Length 10.000 in Section Width 10.000 in Flange Thickness 0.375 in Web Thickness 0.375 in Allowable Stresses Concrete fc 10,000.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 1.500 in Bolt Count per Side 3 Tension Capacity 17.700 k Bolt Area 0.790 in2 Baseplate OK Partial Bearing : Bolts in Tension B3 Job# • 1 : i i S • i ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Anchor Design 1.1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate CBFEM : Profile: Base material: Reinforcement: Page: Specifier: I E-Mail: Concrete -Mar 23, 2023 Date: Heavy Hex Head ASTM F 1554 GR. 36 3/4 not available h0, = 24.000 in. ASTM F 1554 Hilti Technical Data -I - Design Method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 1.250 in. 1. x ly x t = 21.000 in. x 18.000 in. x 1.250 in.; Square HSS (AISC), HSS10X10X.375; (L x W x T) = 10.000 in. x 10.000 in. x 0.375 in. cracked concrete, 10000, fc' = 10,000 psi; h = 420.000 in. tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: > No. 4 bar Corner reinforcement acc. to ACI 318-14 Section 17.5.2.3 (c) present CBFEM -The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, in.lb] z \ y X Input data and results must be checked for conformity with the existing condttions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3/24/2023 B4-1 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 2 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: 1.1.1 Design results Case Description Combination 1 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force:(+ Tension, -Compression) Forces [lb]/ Moments [in.lb] N = -5,852; Vx = 1,500; Vy= O; Mx = 0; My= -965,760; M2 = 0; Seismic Max. Util. Anchor[%] no 182 y o 5 0 6 7 o 8 Anchor Tension force Shear force Shear force x Shear force y o 9 1,622 123 123 -3 2 -1 124 122 -20 0 • 0 11 3 -1 147 146 -16 4 8,715 171 170 15 Compression Tension 5 1,590 122 122 6 -1 123 122 18 0 1 7 -1 146 145 17 0 1 0 2 o 3 o 4 8 8,586 170 169 -14 9 23,596 134 124 -51 10 23,009 135 124 54 11 26,343 132 132 -1 resulting tension force in (x/y)=(7.437/-0.010): 93,456 [lb) resulting compression force in (x/y)=(-2.408/-0.1 34): 100,328 [lb] Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Failure•• 1 Concrete Side-Face Blowout, direction •• Load Nu• [lb] 26,343 26,343 N/A NIA • highest loaded anchor ••anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! Capacity ♦ N0 [lb] Utilization 13N = Nu.'♦ N0 Status 14,529 182 not recommended 51 ,016 52 OK N/A N/A N/A NIA N/A N/A Input data and results must be checked for conformity wtth the existing condttions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan 2 1 : i i S • i ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.3.1 Steel Strength Nsa = A..,N futa $ Nsa ~ Nua Variables A..N [in.2) 0.33 Calculations N18 [lb] 19,372 Results N58 [lb) 19,372 1.3.2 Pullout Strength NpN = \JI c.p NP NP = 8 Ai,rg f0 $ NpN ~ Nua Variables \JI c,p 1.000 Calculations N [lb) 72,880 Results N00 (lb) 72,880 I Concrete -Mar 23, 2023 ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 futa (psi) 58,000 $ steel $ N53 [lb) 0.750 14,529 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 Ab [in.2) "-a 0.91 1.000 $ concrete $ NP!![lb) 0.700 51,016 26,343 ( (psi] 10,000 Nua [lb) 26,343 Input data and results must be checked for conformity with the existing condttions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Specifier: E-Mail: Date: 3 3/24/2023 3 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Mar 23, 2023 Fastening point: 1.4 Shear load Load V ua [lb] Steel Strength* 171 Steel failure (with lever arm)* N/A Pryout Strength** 1,500 Concrete edge failure in direction •• 1 N/A • highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 1.4.1 Steel Strength V53 = 0.6 A...v futa ~ Vsteel ~ Vua Variables A..v [in.2] 0.33 Calculations V53 [lb) 11,623 Results V53 [lb) 11 ,623 ACI 318-14 Eq. (17.5.1.2b) ACI 318-14 Table 17.3.1.1 futa [psi] 58,000 ~ steel 0.650 7,555 V ua [lb) 171 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: Capacity ♦ V n [lb] 7,555 N/A 662,798 N/A PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 3/24/2023 Utilization 13v = V .J♦ V" Status 3 OK N/A N/A OK NIA N/A 4 1 : 1 1 S • • ----------------------- Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Mar 23, 2023 Fastening point: 1.4.2 Pryout Strength Vcpg = kcp [ (:;:) IJI ec,N IJled,N IJlc,N IJlcp,N Nb ] ~ vcpg <!vu. ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 h!, IJI ec.N = ( 1+ ~ e~ ) !> 1.0 3 he, lj/ ed,N = 0. 7 + 0.3 ( ~.•s~:) !> 1.0 ljl cp,N Variables 2 ljl c,N 1.000 Calculations ANc [in.2) 7,693.13 Results 946,854 h0i[in.] 24.000 C8c [in.] 00 ANc0 [in.2] 5,184.00 ~ concrete 0.700 1.5 Combined tension and shear loads 1.813 0.023 ec1 N [in.] 0.000 kc 16 ljl ec1,N 1.000 $ Vcpg (lb) 662,798 1.000 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2b) ec2N [in.] Ca min [in.] 0.054 00 A. a f~ [psi] 1.000 10,000 ljlec2,N IJled,N 0.998 1.000 Vua [lb) 1,500 Utilization [3N v [%) Status 153 not recommended Input data and results must be checked for conformity w~h the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ljlcp,N Nb (lb] 1.000 319,501 5 3/24/2023 5 1 : i i S .-• ----------------------Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: 1.6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-14, Section 17.4.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-14, Section 17.5.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." Input data and results must be checked for conformity wtth the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 i = i i 5 • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: 1.7 Installation data Profile: Square HSS (AISC), HSS10X10X.375; (L x W x T) = 10.000 in. x 10.000 in. x 0.375 in. Hole diameter in the fixture: d1 = 0.812 in. Plate thickness (input): 1.250 in. Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 3/4 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 24.000 in. Minimum thickness of the base material: 25.000 in. Hilli Heavy Hex Head headed stud anchor with 24 in embedment, 3/4, Steel galvanized, installation per instruction for use 3 000 ' y 10.500 10.500 IO 0 ..... c--i 0 5 0 6 C )7 0 8 ~ (') c--i a 0 0 0 ai ..... (') IO "<f ~ 11 ... \J ~ X co N r-- "<f 1n 0 0 0 ai 0 r--~ ..... 1 2 3 4 N 0 (') c--i 1.286 4.531 4.531 4.531 4.516 0.( (1 .605 __________________________________ -·0.000 ___________ _ Input data and results must be checked for conformity wrth the existing condrtions and for plausibilityl PROFIS Engineering ( c ) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 7 i : i i S ~ • ----------------------- Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Coordinates Anchor [in.) Anchor x 1 -9.214 2 -4.683 3 -0.152 4 4.379 5 -9.214 6 -4.683 y -6.698 -6.698 -6.698 -6.698 6.895 6.895 I Concrete -Mar 23, 2023 c .• c •• c_Y C+y Input data and results must be checked for conformity with the existing conditions and for plausibility! Anchor 7 8 9 10 11 PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademar1< of Hilti AG, Schaan Page: Specifier: E-Mail: Date: X y c .• c •• -0.152 6.895 4.379 6.895 8.895 4.531 8.895 -4.728 8.895 0.000 8 3/24/2023 C.y C+y 8 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Page: 9 Specifier: E-Mail: Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: 2 Anchor plate design 2.1 Input data Anchor plate: Anchor type and size: Shape: Rectangular Ix x ly x t = 21.000 in x 18.000 in x 1.250 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; Elim = 5.00% Heavy Hex Head ASTM F 1554 GR. 36 3/4, her= 24.000 in Anchor stiffness: The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Design method: Stand-off installation: Profile: Base material: Welds (profile to anchor plate): Mesh size: 2.2 Summary Description Combination 1 AISC and LRFD-based design using component-based FEM eb = 0.000 in (No stand-off); t = 1.250 in HSS1 0X1 0X.375; (L x W x T x FT)= 10.000 in x 10.000 in x 0.375 in x - Material: ASTM AS00 Gr.8 Rect; Fy = 46,000 psi; £Iim = 5.00% Eccentricity x: 3.000 in Eccentricity y: 0.000 in Cracked concrete; 10000; fc,cyl = 10,000 psi; h = 420.000 in Type of redistribution: Plastic Material: E70xx Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in Profile CTEd (psi] Ep1(%) CTEd (psi) 32,448 0.00 16,747 Anchor plate 0.00 Hole bearing (%) 2.3 Anchor plate classification Results below are displayed for the decisive load combinations: Combination 1 Welds[%] Concrete [%] 76 5 Anchor tension forces Equivalent rigid anchor plate (CB FEM) Component-based Finite Element Method (CBFEM) anchor plate design Anchor 1 -2 lb Anchor 2 -1 lb Anchor 3 3,090 lb Anchor 4 8,010 lb Anchor 5 -2 lb Anchor6 -1 lb Anchor 7 3,095 lb Anchor 8 8,015 lb Anchor9 12,918 lb Anchor 10 12,915 lb Anchor 11 12,917 lb 1,622 lb -1 lb -1 lb 8,715 lb 1,590 lb -1 lb -1 lb 8,586 lb 23,596 lb 23,009 lb 26,343 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 i = i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 2.4 Profile/Stiffeners/Plate I Concrete -Mar 23, 2023 Page: Specifier: E-Mail: Date: 10 3/24/2023 Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Part Load Material fy [psi] £11m r1o1 O'Ed [psi] £p1 [%] Status combination Plate Combination 1 ASTMA36 36,000 5.00 16,747 0.00 OK Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 31,900 0.00 OK Rect Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 32,448 0.00 OK Rect Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 25,281 0.00 OK Rect Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 25,075 0.00 OK Rect 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 -Combination 1 46,000 psi O psi Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 i : i i 5 • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Mar 23, 2023 Fastening point: 2.4.1.2 Plastic strain Results below are displayed for the decisive load combination: 1 -Combination 1 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 -Combination 1 Equations Rn = min(1.2 let Fu , 2.4 d t Fu) (AISC 360-16 J3-6a, c) <l>Rn = 0.75 Rn V s <l>Rn Variables le [in] t [in] Anchor 1 0.880 1.250 Anchor 2 3.719 1.250 Anchor3 3.719 1.250 Anchor4 3.719 1.250 Anchors 0.880 1.250 Anchor6 3.719 1.250 Anchor 7 3.719 1.250 Anchor 8 3.719 1.250 Anchor 9 4.285 1.250 Anchor 10 4.114 1.250 Input data and results must be checked for confonnily wijh the existing conditions and for plausibility! Fu [psi] 58,000 58,000 58,000 58,000 58,000 58,000 58,000 58,000 58,000 58,000 PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Specifier: E-Mail: Date: 5.00% 0.00% d [in] 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 0.750 11 3/24/2023 Rn [lb] 76,581 130,500 130,500 130,500 76,542 130,500 130,500 130,500 130,500 130,500 11 i = i i 5 • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Page: Specifier: E-Mail: 12 Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: Anchor 11 Results Anchor 1 Anchor2 Anchor 3 Anchor 4 Anchor 5 Anchor 6 Anchor? Anchors Anchor 9 Anchor10 Anchor 11 2.5 Welds le [in] 18.989 V [lb] 123 124 147 171 122 123 146 170 134 135 132 t [in] 1.250 <l>Rn [lb] 57,436 97,875 97,875 97,875 57,406 97,875 97,875 97,875 97,875 97,875 97,875 Fu [psi] 58,000 d [in] 0.750 Utilization r/o] Rn [lb] 130,500 Status OK OK OK OK OK OK OK OK OK OK OK Profiles are modeled without taking the corner radius into account. Special rules for welding (e.g. for cold-formed profiles ... ) are not taken into account by the software. 2.5.1 Anchor plate to profile Decisive load combination: 1 -Combination 1 Equations Fnw = 0.6 FEXX (1.0 + 0.5sin 1•5 0) <l>Rn <I> Fnw Aw Fn Utilization <l>Rn Variables Edge Xu Th [in) Member 1-tfl 1 E70xx ..iil0.354 Member 1-bfl 1 E70xx 0.35411,,,. Member 1-w 1 E70xx ..iil0.354 Member 1-w 2 E70xx 0.35411,,,. Results Edge Fn [lb] Member 1-tfl 1 15.370 Member 1-bfl 1 15,179 Member 1-w 1 13,495 Member 1-w 2 11 ,542 2.6 Concrete Decisive load combination: 1 -Combination 1 Ls [in] 0.501 0.501 0.501 0.501 L [in] 9.984 9.984 9.236 9.236 <l>Rn [lb] 20,471 20,238 21 ,284 21 ,552 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( e) 2003-2023 Hilti AG, FL-9494 Schaan Hitti is a registered Trademar1< of Hilti AG, Schaan Le [in] 1.248 1.248 1.319 1.319 f Exx [psi] 70,000 70,000 70,000 70,000 Utilization rt.J 76 76 64 54 73.9 69.7 68.0 72.3 Aw [in'] 0.44 0.44 0.47 0.47 Status OK OK OK OK 12 1 : i i S • 1 _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: I Concrete • Mar 23, 2023 2.6.1 Compression in concrete under the anchor plate Page: Specifier: E-Mail: Date: 2.6.2 Concrete block compressive strength resistance check, AISC 360-16 Section JS Equations Fp = <I> fp,max fp,max = 0.85 fc' ✓( N cr A1 Utilization = cr Fp Variables N [lb] fc' [psi] 4> A1 [in2] 100,328 10,000 0.65 186.20 Results Load combination Fp (psi] C1 [psi] Utilization rto] Combination 1 11 ,050 539 5 Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 3/24/2023 1,420 psi 0 psi A2 [in"] 542,057.74 Status OK 13 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Page: 14 Specifier: E-Mail: Design: Concrete -Mar 23, 2023 Date: 3/24/2023 Fastening point: 2.7 Symbol explanation A1 A2 Aw d Elim !:Pl fc fc' Fexx Fu Fn Fnw Fp fp,max fy le L Le Ls N (j cred <I> <l>Rn Rn t 0 Th V Xu 2.8 Warnings Loaded area of concrete Supporting area Effective area of weld critical element Nominal diameter of the bolt Limit plastic strain Plastic strain from CBFEM results Concrete compressive strength Concrete compressive strength Electrode classification number, i.e. minimum specified tensile strength Specified minimum tensile strength of the connected material Force in weld critical element Nominal stress of the weld material Concrete block design bearing strength Concrete block design bearing strength maximum Yield strength Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material Length of weld Length of weld critical element Leg size of weld Resulting compression force Average stress in concrete Equivalent stress Resistance factor Factored resistance Resistance Thickness of the anchor plate Angle of loading measured from the weld longitudinal axis Throat thickness of weld Resultant of shear forces Vy, Vz in bolt. Filler metal tensile strength • By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. • The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Input data and results must be checked for conformity w~h the existing cond~ions and for plausibilityl PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 1 = i i 5 • 1 _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3 Summary of results I Concrete -Mar 23, 2023 Page: Specifier: E-Mail: Date: 15 3/24/2023 Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Load combination Max. utilization Status Anchors Combination 1 182% NOT OK Anchor plate Combination 1 47% OK Welds Combination 1 76% OK Concrete Combination 1 5% OK Profile Combination 1 71% OK Fastening does not meet the design criteria! Input data and results must be checked for conformity with the existing cond~ions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Anchor Design 1.1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate CBFEM : Profile: Base material: Reinforcement: Page: Specifier: I E-Mail: Concrete -Feb 17, 2023 Date: Heavy Hex Head ASTM F 1554 GR. 36 1 3/8 not available h01 = 25.000 in. ASTM F 1554 Hilti Technical Data -I - Design Method ACI 318-14 / CIP eb = 0.000 in. (no stand-off); t = 1.375 in. I, x ly x t = 22.000 in. x 22.000 in. x 1.375 in.; Square HSS (AISC), HSS12X12X.375; (L x W x T) = 12.000 in. x 12.000 in. x 0.375 in. cracked concrete, 5000, fc' = 5,000 psi; h = 48.000 in. tension: condition A, shear: condition A; anchor reinforcement: tension, shear edge reinforcement: > No. 4 bar Corner reinforcement acc. to ACI 318-14 Section 17.5.2.3 (c) present CBFEM -The anchor calculation is based on a component-based Finite Element Method (CBFEM) Geometry [in.] & Loading [lb, in.lb] z \ y X Input data and results must be checked for conformity wrth the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, FL-9494 Schaen Hilti is a registered Trademark of Hilti AG, Schaen 3/30/2023 85-1 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1.1 Design results Case I Concrete -Feb 17, 2023 Description Combination 1 1.2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Page: Specifier: E-Mail: Date: Forces [lb)/ Moments [in.lb) N = -3,600; Vx = 12,800; Vy= O; Mx = 0; My = 1,862,400; M, = 0; Anchor Tension force Shear force Shear force x Shear force y 1 -2 2,068 2,058 2 -4 2,096 2,096 3 -2 2,067 2,058 4 28,489 2,208 2,191 5 61,369 2,205 2,205 6 28,462 2,207 2,190 resulting tension force in (x/y)=(-8.500/-0.002): 118,312 [lb) resulting compression force in (x/y)=(6.917/0.003): 125,108 (lb) -195 0 196 266 -0 -267 Anchor forces are calculated based on a component-based Finite Element Method (CBFEM) 1.3 Tension load Steel Strength* Pullout Strength* Concrete Breakout Failure**1 Concrete Side-Face Blowout, direction y+** Load Nu• [lb] 61 ,369 61,369 N/A 28,462 • highest loaded anchor **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected! Capacity ♦ Nn [lb] 65,250 74,452 NIA 131,446 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan Seismic no y Q 6 Q5 Tension Q 4 Utilization PN = N • .J♦ Nn 95 83 N/A 22 2 3/30/2023 Max. Util. Anchor[%) 95 Q 3 2 Compression 0 1 Status OK OK NIA OK 2 i : i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.3.1 Steel Strength Nsa = A.e,N futa $ Nsa ~ Nua Variables A...N (in.2) 1.16 Calculations Nsa (lb) 87,000 Results N .. [lb) 87,000 1.3.2 Pullout Strength NpN = "'c,p NP NP = 8 Ai,rg f0 $ NpN ~ Nua Variables lj/ c,p 1.000 Calculations N [lb) 106,360 Results Npn [lb] 106,360 I Concrete -Feb 17, 2023 ACI 318-14 Eq. (17.4.1.2) ACI 318-14 Table 17.3.1.1 fu1a [psi] 75,000 $ steel 0.750 65,250 ACI 318-14 Eq. (17.4.3.1) ACI 318-14 Eq. (17.4.3.4) ACI 318-14 Table 17.3.1.1 Ab [in.2) A. a 2.66 1.000 $ concrete $ N0n [lb) 0.700 74,452 61,369 ( [psi) 5,000 Nua [lb) 61,369 Input data and results must be checked for conformity wrth the existing condrtions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademari< of Hilti AG, Schaan Page: Specifier: E-Mail: Date: 3 3/30/2023 3 1 : i i S • 1 ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Feb 17, 2023 Fastening point: 1.3.3 Concrete Side-Face Blowout, direction y+ N5b = 160C81 ~"-a~ Nsbg = Cl.group Nsb $ N,bg ~ Nua ACI 318-14 Eq. (17.4.4.1) ACI 318-14 Eq. (17.4.4.2) ACI 318-14 Table 17.3.1.1 Page: Specifier: E-Mail: Date: Cl.group = ( 1 + 6 ~.J see ACI 318-14, Section 17.4.4.2, Eq. (17.4.4.2) Variables c,1 [in.) c82 [in.] ((psi] 9.500 83.000 2.66 1.000 5,000 Calculations Cl.group Nsb (lb) 1.000 175,262 Results Nsba [lb) $ concrete $ Nsba [lb) Nua edge [lb) 175,262 0.750 131,446 28,462 Input data and results must be checked for conformity wrth the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan s [in.] 4 3/30/2023 4 •=iiS~• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Feb 17, 2023 Fastening point: 1.4 Shear load Load V ua [lb] Steel Strength* 2,208 Steel failure (with lever arm)* N/A Pryout Strength** 12,800 Concrete edge failure in direction ** 1 N/A • highest loaded anchor **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected! 1.4.1 Steel Strength V.,. =0.6A.,.,v fu1a cl> Vsteel ~ Vua Variables A.,. V [in. 2) 1.16 Calculations V .. [lb) 52,200 Results v .. [lb) 52,200 ACI 318-14 Eq. (17.5.1.2b) ACI 318-14 Table 17.3.1.1 futa [psi) 75,000 cl> steel cl> V.,. [lb) 0.650 33,930 Page: Specifier: E-Mail: Date: Capacity ♦ V n [lb) 33,930 NIA 180,462 N/A 2,208 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 3/30/2023 Utilization Pv = V uJ♦ V n Status 7 OK N/A N/A 8 OK N/A N/A 5 i = i i 5 -I 1 _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Feb 17, 2023 Fastening point: 1.4.2 Pryout Strength V c,,g = kcp [ (:::) ljl ec,N ljl ed,N ljl c,N ljl cp,N Nb ] $ Vc,,g ;;,_Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 h!, ljl ec,N = (~) $ 1,0 1 +--3 he1 ljl ed,N = 0. 7 + 0.3 ( ~-•5~:,) $ 1.0 ljl cp,N Variables kcp 2 ljl c,N 1.000 Calculations ANc [in.2] 3,864.00 Results 257,803 he1 [in.) 25.000 Cac [in.) 00 ANc0 [in.2) 5,625.00 q> concrete 0.700 1.5 Combined tension and shear loads 0.941 0.071 e01 N [in.] 0.000 kc 16 ljl ec1,N 1.000 $ Vcpg [lb) 180,462 1.000 Page: Specifier: E-Mail: Date: ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-1 4 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2b) ec2N [in.) c. min [in.] 0.002 9.500 "-• ([psi] 1.000 5,000 ljlec2,N ljled,N 1.000 0.776 Vua (lb] 12,800 Utilization ~N v [%] Status 85 OK Input data and results must be checked for conformity wrth the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan ljlcp,N Nb [lb) 1.000 241,827 6 3/30/2023 6 1:115;.1 Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Page: Specifier: 7 E-Mail: Phone I Fax: Design: I Concrete -Feb 17, 2023 Date: 3/30/2023 Fastening point: 1.6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates as per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Attention! In case of compressive anchor forces a buckling check as well as the proof of the local load transfer into and within the base material (incl. punching) has to be done separately. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-14, Section 17.4.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Engineering. Refer to ACI 318-14, Section 17.5.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Engineering calculations. • The anchor design methods in PROFIS Engineering require rigid anchor plates, as per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means that the anchor plate should be sufficiently rigid to prevent load re-distribution to the anchors due to elastic/plastic displacements. The user accepts that the anchor plate is considered close to rigid by engineering judgment." Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 1 : i i 5 • 1 ______________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: 8 Page: Specifier: E-Mail: Phone I Fax: Design: I Concrete -Feb 17, 2023 Date: 3/30/2023 Fastening point: 1.7 Installation data Profile: Square HSS (AISC), HSS12X12X.375; (L x W x T) = 12.000 in. x 12.000 in. x 0.375 in. Hole diameter in the fixture: d1 = 1.438 in. Plate thickness (input): 1.375 in. Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1 3/8 Item number: not available Maximum installation torque: - Hole diameter in the base material: -in. Hole depth in the base material: 25.000 in. Minimum thickness of the base material: 26.406 in. Hilti Heavy Hex Head headed stud anchor with 25 in embedment, 1 3/8, Steel galvanized, installation per instruction for use .~ y 11 .000 11.000 0 0 Ii) 0 6 ::I r-.i 0 0 C! 0 .- 0 .- Ii) cxi 0 5 (\ ? - \._/ ... X 0 0 Ii) 0 <Xi 0 0 .-.- 4 9· 0 0 <t:> N I 2.500 17.000 0.000 T Coordinates Anchor [in.) 0.000 2.500 Anchor X y c .• c •• C.y C+y Anchor X y c .• c •• c.y C+y 1 8.500 -8.500 100.000 83.000 15.500 26.500 4 -8.500 -8.500 83.000 100.000 15.500 26.500 2 8.500 0.000 100.000 83.000 24.000 18.000 5 -8.500 0.000 83.000 100.000 24.000 18.000 3 8.500 8.500 100.000 83.000 32.500 9.500 6 -8.500 8.500 83.000 100.000 32.500 9.500 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 1 : i i 5 ~ • ---------------------- Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Page: Specifier: E-Mail: 9 Design: Date: I Concrete -Feb 17, 2023 3/30/2023 Fastening point: 2 Anchor plate design 2.1 Input data Anchor plate: Anchor type and size: Anchor stiffness: Design method: Stand-off installation: Profile: Base material: Welds (profile to anchor plate): Mesh size: 2.2 Summary Description Combination 1 2.3 Anchor plate classification Shape: Rectangular Ix x ly x t = 22.000 in x 22.000 in x 1.375 in Calculation: CBFEM Material: ASTM A36; Fy = 36,000 psi; Elim = 5.00% Heavy Hex Head ASTM F 1554 GR. 55 1 3/8, her = 25.000 in The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. AISC and LRFD-based design using component-based FEM eb = 0.000 in (No stand-off); t = 1.375 in HSS12X12X.375; (L x W x T x FT)= 12.000 in x 12.000 in x 0.375 in x - Material: ASTM A500 Gr.B Rect; Fy = 46,000 psi; Elim= 5.00% Eccentricity x: 0.000 in Eccentricity y: 0.000 in Cracked concrete; 5000; fc,cyl = 5,000 psi; h = 48.000 in Type of redistribution: Plastic Material: E70xx Number of elements on edge: 8 Min. size of element: 0.394 in Max. size of element: 1.969 in Profile O'Ed [psi] Ep1 [%) 46,049 0.17 Anchor plate O'Ed (psi] 36,007 0.02 Concrete [%] Hole bearing [%) 2 13 Results below are displayed for the decisive load combinations: Combination 1 Anchor tension forces Anchor 1 Anchor 2 Anchor 3 Anchor4 Anchor 5 Anchor 6 Equivalent rigid anchor plate (CBFEM) -3 lb -3Ib -3 lb 36,064 lb 36,065 lb 36,064 lb Component-based Finite Element Method (CBFEM) anchor plate design -2 lb -4 lb -2 lb 28,489 lb 61,369 lb 28,462 lb User accepted to consider the selected anchor plate as rigid by his/her engineering judgement. This means the anchor design guidelines can be applied. 2.4 Profile/Stiffeners/Plate Profile and stiffeners are verified at the level of the steel to concrete connection. The connection design does not replace the steel design for critical cross sections, which should be performed outside of PROFIS Engineering. 2.4.1 Equivalent stress and plastic strain Input data and results must be checked for confonnity with the existing condijions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG. FL-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 9 •=iiS•• Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: I Design: Concrete -Feb 17, 2023 Fastening point: Part Load Material fy [psi] £um r1.1 combination Plate Combination 1 ASTMA36 36,000 5.00 Profile Combination 1 ASTM AS00 Gr.B 46,000 5.00 Reel Profile Combination 1 ASTM AS00 Gr.B 46,000 5.00 Reel Profile Combination 1 ASTM A500 Gr.B 46,000 5.00 Reel Profile Combination 1 ASTM AS00 Gr.B 46,000 5.00 Reel 2.4.1.1 Equivalent stress Results below are displayed for the decisive load combination: 1 -Combination 1 z ~ X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c} 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Page: Specifier: E-Mail: Date: CJed [psi] 36,007 46,049 43,529 43,759 43,892 £p1 r1.1 0.02 0.17 0.02 0.08 0.08 46,000 psi 0 psi 10 3/30/2023 Status OK OK OK OK OK 10 1 = i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 2.4.1.2 Plastic strain I Concrete -Feb 17, 2023 Results below are displayed for the decisive load combination: 1 -Combination 1 2.4.2 Plate hole bearing resistance, AISC 360-16 Section J3 Decisive load combination: 1 -Combination 1 Equations Rn min(1 .2 let Fu , 2.4 d t Fu) (AISC 360-16 J3-6a, c) <J>Rn 0.75 Rn V s <l>Rn Variables le [in] t [in] Anchor 1 18.869 1.375 Anchor 2 15.563 1.375 Anchor 3 18.869 1.375 Anchor4 1.800 1.375 Anchor 5 1.781 1.375 Anchor 6 1.800 1.375 Results V [lb] <l>Rn [lb] Anchor 1 2,068 197,41 0 Page: Specifier: E-Mail: Date: Fu [psi] d [in] 58,000 1.375 58,000 1.375 58,000 1.375 58,000 1.375 58,000 1.375 58,000 1.375 Utilization r1oJ 2 Input data and results must be checked for conformity with the existing condrtions and for plausibility! PROFIS Engineering ( e ) 2003--2023 Hilti AG, FL.9494 Sehaan Hilti is a registered Trademark of Hilti AG, Schaan 5.00% 0.00% 11 3/30/2023 Rn [lb] 263,213 263,213 263,213 172,251 170,490 172,261 Status OK 11 i = i i 5 ~ i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Anchor 2 Anchor 3 Anchor4 Anchor 5 Anchor 6 2.5 Concrete I Concrete -Feb 17, 2023 V [lb] 2,096 2,067 2,208 2,205 2,207 Decisive load combination: 1 -Combination 1 2.5.1 Compression in concrete under the anchor plate <l>Rn [lb] 197,410 197,410 129,1 88 127,868 129,196 Page: Specifier: E-Mail: Date: Utilization r10] 2 2 2 2 2 2.5.2 Concrete block compressive strength resistance check, AISC 360-16 Section JS Equations Fp = <l> fp,max fp,max 0.85 fc' ✓( A2 ) S 1.7 fc; ✓( A2 A1 A1 )S2 N cr A1 Utilization = cr Fp Input data and results must be checked for conformity with the existing condijions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1,432 psi 0 psi Status OK OK OK OK OK 12 3/30/2023 12 1 : i i 5 • 1 _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Page: Specifier: E-Mail: 13 Phone I Fax: Design: Date: I Concrete -Feb 17, 2023 3/30/2023 Fastening point: Variables N [lb] 125,108 Results Load combination Combination 1 2.6 Symbol explanation A1 A 2 d tlim t PI fc fc' Fu Fp fp.max fy le N a 0 Ed <l) ¢Rn t V 2.7 Warnings fc' [psi] 5,000 Fp [psi] 5,525 Loaded area of concrete Supporting area Nominal diameter of the bolt Limit plastic strain Plastic strain from CBFEM results Concrete compressive strength Concrete compressive strength Cl> 0.65 C1 [psi] 690 Specified minimum tensile strength of the connected material Concrete block design bearing strength Concrete block design bearing strength maximum Yield strength A1 [in"] A2 [in"] 181.30 741 .84 Utilization rlo] Status 13 OK Clear distance, in the direction of the force, between the edge of the hole and the edge of the adjacent hole or edge of the material Resulting compression force Average stress in concrete Equivalent stress Resistance factor Factored resistance Thickness of the anchor plate Resultant of shear forces Vy, Vz in bolt. • By using the CBFEM calculation functionality of PROFIS Engineering you may act outside the applicable design codes and your specified anchor plate may not behave rigid. Please, validate the results with a professional designer and/or structural engineer to ensure suitability and adequacy for your specific jurisdiction and project requirements. • The anchor is modeled considering stiffness values determined from load displacement curves tested in an independent laboratory. Please note that no simple replacement of the anchor is possible as the anchor stiffness has a major impact on the load distribution results. Input data and results must be checked for conformity wrth the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2023 Hilti AG, Fl-9494 Schaan Hilti is a registered Trademark of Hilti AG. Schaan 13 i = i i S • i _____________________ _ Hilti PROFIS Engineering 3.0.84 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 3 Summary of results Concrete -Feb 17, 2023 Page: Specifier: E-Mail: Date: 14 3/30/2023 Design of the anchor plate, anchors, welds and other elements are based on CBFEM (component based finite element method) and AISC. Anchors Anchor plate Concrete Profile Load combination Combination 1 Combination 1 Combination 1 Combination 1 Max. utilization 95% 100% 13% 100% Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Status OK OK OK OK 14 Project Title: Engineer: Project ID: Project Descr: l_P_ole Footing Embedded in Soil OC#: KW-06011336, Build:20.22.12.28 OLD Engineering, LLC Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Pole Footing Shape Pole Footing Diameter ........ . Circular 42.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .............. . Max Passive ............... . Controlling Values 300.0 pcf 3,000.0 psf Governing Load CombinatieD+0.750Lr+0.450W Lateral Load 4.445 k Moment 97.790 k-ft NO Ground Surface Restraint Point Load Project File: ENERCALC_20 J (c) ENERCALC INC 1983--2022 5> N N Pressures at 1/3 Depth Actual Allowable 1,002.47 psf 1,004.29 psf Soil Surface Minimum RequlNd Depth Footing Base Area Maximum Soil Pressure ~pplied Loads Lateral Concentrated Load (k) D : Dead Load Lr : Roof Live L : Live S : Snow W :Wind E : Earthquake H : Lateral Earth Load distance above ground surface 0.50 k 1.90 k k k 5.60 k k k 22.0 ft Load Combination Results Load Combination DOnly +D+Lr +D+0.750Lr +D+0.60W +D+O. 750Lr+0.450W +D+0.450W +0.60D+0.60W +0.600 t.125 ft 9.621 ft~2 0.0 ksf Lateral Distributed Loads (k TOP of Load above ground surface BOTTOM of Load above ground surface Forces C11 Ground Surface Loada-(k) Momenta -(ft-k) 0.500 11.000 2.400 52.800 1.925 42.350 3.860 84.920 4.445 97.790 3.020 66.440 3.660 80.520 0.300 6.600 86 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft ft Required Depth-(ft) 4.63 8.13 7.50 9.63 10.13 8.75 9.38 3.88 Vertical Load (k) k k k k k k k Pressure at 1/3 Depth Soll lnaeaae Actual -(paf) Allow • (paf) Fador 456.1 457.5 1.000 799.9 801 .1 1.000 737.5 740.0 1.000 952.3 953.0 1.000 1,002.5 1,004.3 1.000 869.8 871.1 1.000 932.6 935.2 1.000 380.7 382.7 1.000 y -t--x 48 in diam. Code: ACI 318 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 File: untitled.col Project: Column: fc = 2.5 ksi Ee= 2850 ksi fc = 2.125 ksi e_u = 0.003 in/in Beta1 = 0.85 Confinement: Tied fs=0.5fy -1400 fy = 60 ksi Es = 29000 ksi phi(a) = 0.8, phi(b) = 0.9 , phi(c) = 0.65 (Pmax) \ fs=0 (Pmin) Engineer: Ag = 1809.56 in112 As = 4.96 in112 P (kip) 3000 _________ (Pmax) -500 I fs=0 (Pmin) 16 #5 bars rho = 0.27% Xo = 0.00 in Ix = 260576 in114 Yo = 0.00 in ly = 260576 in114 Min clear spacing = 7 .30 in Clear cover = 3.38 in 1400 Mx (k-ft) Fabric Registration LICENSE NUMBER: F-094501 EXTRA BLOCK SHADECLOTH Product Marketed by: ALNET PTY (LTD) MOORSOM AVENUE, EPPING, INDUSTRY II CAPE TOWN, S. AFRICA, I Issue Date : 06/01 /2022 Expiration Date : 06/30/2023 This product meets the minimum requirements of flame resistance established by the California State Fire Marshal for products identified in Section 13115, California Health and Safety Code. The scope of the approved use of this product is provided in the current edition of the CALIFORNIA APPROVED LIST OF FLAME RETARDANT CHEMICALS AND FABRICS, GENERAL AND LIMITED APPLICATIONS CONCERNS published by the California State Fire Marshal. Issued By Vikkie Franklin Fire Engineering License Manager Fire Engineering & Investigations Division Reviewed and Approved By Patricia Setter Deputy State Fire Marshal Ill Fire Engineering & Investigations Division OFFICE OF THE STATE FIRE MARSHAL Please visit calfire.govmotus.org for more information on Licensing and Permitting with CAL FIRE D1