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HomeMy WebLinkAbout2742 STATE ST; 101; CBC2021-0074; PermitBuilding Permit Finaled Commercial Permit Print Date: 10/13/2021 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2742 STATE ST, # 101, CARLSBAD, CA 92008 BLDG-Commercial Work Class: 2031811900 Track#: $68,881.31 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Project Title: STATE STREET COMMONS Tenant Improvement DEV2019-0048 Description: PACIFIC SOTHEBYS: 1,049 SF OFFICE Tl, 432 SF NEW MEZZANINE FOR OFFICES Applicant: Property Owner: WARE MALCOMB KARA MATTHIES 3911 SORRENTO VALLEY BLVD, # STE 120 SAN DIEGO, CA 92121-1456-SAN DIEGO (858) 638-7277 STATE STREET COMMONS LLC 2659 STATE ST, # 100 CARLSBAD, CA 92008 FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES -outside CFD SB1473 GREEN BUILDING STATE STANDARDS FEE SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-COMMERCIAL TRAFFIC IMPACT Commercial-Industrial Outside CFD Total Fees: $7,454.17 Total Payments To Date: $7,162.17 (city of Carlsbad Permit No: CBC2021-0074 Status: Applied: Issued: Finaled Close Out: Inspector: Final Inspection: Balance Due: Closed -Finaled 03/09/2021 05/04/2021 CRenf 10/13/2021 AMOUNT $490.17 $343.12 $194.00 $98.00 $60.00 $45.00 $703.23 $3.00 $818.36 $19.29 $4,680.00 $292.00 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 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov ('city of Carlsbad Job Address 2741 STATE STREET, CARLSBAD, CA COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check CD(:,2DZ.\-C07.L\-- Est. Value l I)~ ,2:>'-b\- PC Deposit ________ _ Date 5-·G\ --2\ Suite: 101 APN: 203-18H9·00 ---- Tenant Name: PACIFIC SOTHEBY'S INTERNATIONAL REALTY Lot#: Year Built:_20_2_1 ___ Occupancy:_•_.A_, ___ _ VB 0 □ 0 □ Construction Type;.•.;....;· "----Fire Sprinklers: yes no 'A/C: yes no BRIEF DESCRIPTION OF WORK: FIRST GENERATION TENANT IMPROVEMENT PROJECT ON THE FIRST FLOOR AND NEW MEZZANINE FLOOR WITH STAIR, INCLUDING DEMOLITION AND CONSTRUCTION OF NEW PARTITIONS, CEILINGS AND FINISHES, AND RELATED MECHANICAL, PLUMBING, AND ELECTRICAL INTERIOR WORK ONLY. D Addition/New: ___________ .New SF and Use, ___________ New SF and Use, ____ Deck SF, Patio Cover SF (not including flatwork) @ Tenant lmprovement:_1_,48_1 ____ SF, Existing Use_A_-2_, 8 _____ Proposed Use _8 _____ _ _____ SF, Existing Use Proposed Use ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ DD DD DD D Solar: ___ KW, ___ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: --------------------------- □ Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name: STATE STREET COMMONC, LLC. (ATTN: BRENDAN FOOTE) Name:-------------------- Address:2659 STATE STREET, SUITE 100 Address: _______________ _ City: CARLSBAD State: CA Zip:_s2_o_oa ___ Clty: __________ .State:_c_A __ .Zip:, ____ _ Phone: 1619) 840-7721 Phone: --------------------Em a ii: Brendan@fabricinvestments.com Email: ___________________ _ DESIGN PROFESSIONAL , CONTRACTOR BUSINESS APPLICANT 0 Name: WARE MALCOMB ('1A'lil h ,11 8E11N) l~me: C2 Building Group -Josh Chesnut Address: 3911 SORRENTO VALLEY BLVD, SUITE 120 Address: 107 S. Cedros Ave Suite 220 City: SAN DIEGO State: CA Zlp:._s_21_2_, --City: Solana Beach State: CA Zip:,_,9"'2"'0'-75=----- Phone: 858.638.7277 Phone: 858.245.0271 Email: KMATTHIES@WAREMALCOMB.COM Email: Josh@c2sd.com Architect State License: _c_3_31_85 _________ State License: 996486 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Bus. License: BLOS003850-09-2018 Email: BuildjQg@rn,rlsbadca.gov Rev. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm 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 full force and effect. I also affirm· under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Polley No. _______________________ _ [Zl1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which thls permit is issued, My workers' compensation insurance carrier and policy number are: Insurance Company Name: ~W;;.;,P,il~5~0;:4.,_1.,_7.:4~1ci0~2'"----------- Policy No. WPL 50417 4102 Expiration Date: _,6"-/1.c.,8.,,_/,,_20,,,2::.1'-------------- D Certificate of Exemption: I certify that in the performance of the work for which this permit Is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of california. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and clvll 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: l hereby affirm that there is a construction lending agency for the performance of the work this permit is issued {Sec. 3097 {I) Civrl Code). Lender's Name: Lender's Addri'J CONTRACTOR PRINT: Joshua Chesnut SIGN: / /\ 1{ ~DATE: _5;.../3:.;./:;.;20;.;;2_1 __ _ ~ (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt/ram Contractor's License law for the fallowing reason: 01, as owner of the property or mv employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale {Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not fntended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Business and Professions Code Division 3, Chapter 9, Artie le 3 for this reason: 0 "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. D Owners "Authorized Agent Form" has been OIied out, signed and attached to this application giving the agent authority ta obtain the permit on the owner' behalf. Proof of identification attached. By my signature below J acknowledge that, elecept for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by th!s permit, I cannot legally sell a structure that I have built a:s an owner-builder if it has not been constructed in Its entirety by licensed contractors. / understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, Is available upon request when this application is submitted or at the following Web site: http://www.leginfo.co.gov/calaw.html. OWNER PRINT: __________ _ SIGN: ________ ,DATE: _____ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certifY that: I am the property owner or State of California licensed Contractor or authorized to act on the property owner or contractors behalf. 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. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes, I ALSO AGREE TO SAV~ INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demo/Won or construction of structures over 3 stories in height. APPLICANT PRINT: KARA MATTHIES ~~ SIGN: ___ .....;, "// ____ ,DATE: 03.04.2021 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Buihilng@carlsbadca.gov B-2 Page 2 of2 Rev. 08/20 { City of Carlsbad Job Address 2741 STATE STREET, CARLSBAD, CA COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check ~20;2.\-0)74 Est. Value lt,~ 1)'.)~\- PC Deposit Date 3-·C\ -· 2\ Suite:._1_01 ____ APN: 203-181-19-oo Tenant Name: PACIFIC SOTHEBY'S INTERNATIONAL REALTY Lot#: Year Built: _2_02_1 ____ Occupancy:_•_· A_, ___ _ VB C!J □ mo Construction Type,;.•-'-'. :;_ ___ Fire Sprinklers: yes no A/C: yes no BRIEF DESCRIPTION OF WORK: FIRST GENERATION TENANT IMPROVEMENT PROJECT ON THE FIRST FLOOR AND NEW MEZZANINE FLOOR WITH STAIR, INCLUDING DEMOLITION AND CONSTRUCTION OF NEW PARTITIONS, CEILINGS AND FINISHES, AND RELATED MECHANICAL, PLUMBING, AND ELECTRICAL. INTERIOR WORK ONLY. D Addition/New:. ____________ New SF and Use, ___________ New SF and Use, ____ Deck SF, Patio Cover SF (not including flatwork) [!] Tenant lmprovement:._1_,4_8_1 ____ SF, Existing Use._A_-2_,_8 _____ Proposed Use _8 _____ _ _____ SF, Existing Use Proposed Use ______ _ D Pool/Spa:, _____ SF Additional Gas or Electrical Features? ____________ _ DD DD DD D Solar: ___ KW, ___ Modules, ____ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: _________________________ _ D Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed os the Applicant below will be the main point of contact throughout the permit process_ PROPERTY OWNER APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name: STATE STREET COMMONC, LLC. (ATTN: BRENDAN FOOTE) Name:------------------- Address:2659 STATE STREET, SUITE 100 Address: ______________ _ City: CARLSBAD State: CA Zip:._s_20_0_0 __ City:, __________ State:._c_A __ Zip: ____ _ Phone: (6191840-7721 Phone:--------------------- Email: Brendan@fabricinvestments.com Email: ____________________ _ DESIGN PROFESSIONAL Name: WARE MALCOMB (Plllil I II ~E•N) Address: 3911 SORRENTO VALLEY BLVD, SUITE 120 ~~l'(r~~ CONTRACTOR BUSINESS APPLICANT 0 lebme:. _________________ _ Address:. __________________ _ City: SAN DIEGO State: CA Zip:._9_21_2_1 __ City: State:, ___ Zip:. ______ _ Phone: 858.638.7277 Email: KMATTHIES@WAREMALCOMB.COM Phone:. ___________________ _ Email:, ____________________ _ Architect State License: _c_3_3_18_5 ________ _ State License.: _______ Bus. License:, ______ _ 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov Rev. 08/20 IDENTIFY WHO Will PERFORM THE WORK BY COMPLETING {OPTION A) OR (OPTION B) BELOW: {OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm 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 full force and effect. I also affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No. ________________________ _ DI 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: ____________________ _ D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a 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 PRINT: ________ _ SIGN: _ _______ DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor{s) licensed pursuant to the Contractor's License Law). 0 ! am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 0 "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. D Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner' behalf. Proof of identification attached. 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 that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/colaw.htmf. OWNER PRINT: SIGN: _________ DATE: ______ _ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California licensed Contractor or authorized to act on the property owner or contractor's behalf. 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. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: KARA MATTHIES iv,,..~ SIGN: .. (/ -DATE: 03.04.2021 -----------· 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-2 Page 2 of 2 Rev. 08/20 . ,., PERMIT INSeJ~CTION HljTQRY fot;. (CBC2021-0074) Pennit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed • Finaled Application Date: 03/09/2021 Owner: STATE STREET COMMONS LLC Issue Date: 05/04/2021 Subdivision: SEASIDE LANDS Expiration Date: 03/23/2022 IVR Number: 31970 Address: 2742 STATE ST, # 101 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Wednesday, October 13, 2021 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 3 of 3 ,, ' ' 0 ' ' '<~ 1t;7 PERMIT INSPECTION H-ISTORY for (CB~20~1-:-0074) Permit Type: BLDG-Commercial Application Date: 03/09/2021 Owner: STATE STREET COMMONS LLC Work Class: Tenant Improvement Issue Date: 05/04/2021 Subdivision: SEASIDE LANDS Status: Closed -Finaled Expiration Date: 03/23/2022 Address: 2742 STATE ST, # 101 IVR Numbor: 31970 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/20/2021 08/20/2021 BLDG-84 Rough 164632-2021 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 08/27/2021 08/27/2021 BLDG-17 Interior 165212-2021 Partial Pass Tim Kersch Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Video Yes 09/17/2021 0911612021 BLDG-12 Steel/Bond 166720-2021 Passed Chris Renfro Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Special inspection report on epoxy and Yes grout received 09124/2021 09/24/2021 BLDG-85 T-Bar, Ceiling 167163-2021 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 1010812021 10/08/2021 BLDG-Final Inspection 168200-2021 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 10/13/2021 10/1312021 BLDG-Final Inspection 168459-2021 Passed Chris Renfro Complete Wednesday, October 13, 2021 Page 2 of 3 Building Permit Inspection History Finaled (city of Carlsbad ,, ~ : / ' j ' ' \~; _ PERMIT INS~ECTION HISTORY: for (Cl,\~20~1-0074) Permit Type: BLDG-Commerclal Work Class: Tenant Improvement Application Date: 03/09/2021 Owner: STATE STREET COMMONS LLC Status: Scheduled Date 04/16/2021 07/20/2021 0712312021 07129/2021 0811312021 Issue Date: 05/04/2021 Subdivision: SEASIDE LANDS Closed -Finaled Expiration Date: 03/23/2022 Address: 2742 STATE ST, # 101 CARLSBAD, CA 92008 Actual Start Date 04/16/2021 07/20/2021 0712312021 07/29/2021 08/13/2021 IVR Number: 31970 Inspection Type Inspection No. Inspection Primary Inspector Reinspection Status BLDG-LDE Final 158963-2021 Requested Chris Renfro Checklist Item COMMENTS Passed BLDG-LOE Final TOM INSPECTION COMPLETED AND PLA Yes IS APPROVED. NOTES Created By Jennifer Horodyski TEXT Created Date PROJECT MUST MEET TOM REQUIREMENl 06/03/2021 PRIOR TO PERMIT BEING FINALED BLDG-LDE Final 155108-2021 Cancelled Chris Renfro Reinspection Checklist Item COMMENTS Passed BLDG-LOE Final No BLDG-11 16227 4-2021 Passed Chris Renfro Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-81 Underground 162681-2021 Partial Pass Chris Renfro Reinspection Combo(11, 12,21,31) Ct,ecklist !tam COMMENTS Passed BLDG-Building Deficiency Yes BLDG-11 Foundation-Ftg-Piers No (Rebar) BLDG-12 Steel-Bond Beam No BLDG-21 Yes U nderg round-U nd erfl oor Plumbing BLDG-31 Yes Underground-Conduit Wiring BLDG-12 Stool/Bond 163096-2021 Partial Pass Chris Renfro Reinspection Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on SOG patch back work. Yes Special inspection report on epoxy needed. BLDG-44 164154-2021 Partial Pass Tim Kersch Relnspectlon Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Wednesday, October 13, 2021 Inspection Complete Incomplete Complete Incomplete Incomplete Incomplete Page 1 of 3 C Engineering Construction Testing & Engineering, Inc. ©) A Universal ~:~~C:~y Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying RECORQit~ii~ECTION REPORT SE~ 17 'lt\11 PAGE ___ OF GTE JOB NO. 10-16292 ------ D\NG p\V\S\ON eUIL PROJECT NAME State St Commons Tl ADDRESS 27 42 State St Carlsbad ARCHITECT Ware Malcomb ENGINEER _H_T_K ___________ _ CONTRACTOR C2 Building Groupe OTHER INSPECTION DATE _7_-2_9_-2_1 ________ _ PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC 2021-0074 INSPECTION □ CONCRETE l;zJ REINF. STEEL REPORTNO. MATERIAL IDENTIFICATION CONG. MIX NO. & lb/in2 GROUT MIX NO. & lb/in' _8_00_0 ____ _ □ MASONRY MORTAR TYPE & lb/in' □ P.T. CONCRETE REINF. STEEL GR/SIZE 0 FIELD WELDING STRUCTURAL STEEL 0 SHOP WELDING HIGH-STRENGTH BOLT □ BATCH PLANT MASONRY BLOCK EXP.ANCHOR OTHER OTHER Epoxy Rebar, HS Grout, MATERIAL SAMPLING □ CONCRETE □ MORTAR IZ] GROUT □ REINFORCING STEEL □ STRUCTURAL STEEL □ FIREPROOFING □ MASONRY BLOCK □ BOLTS □ OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Inspected the epoxy installation of 84-#4 hort dowels with 6" of embedment to the existing SOG edges at the 4 concrete floor saw cut openings and at the 4 tube steel column floor openings per details 6/SD1 and 15IA8.1 using Simpson Set 3G epoxy lot# 1000171128 exp 5125123 placed in nylon brushed and air blown clean holes. Inspected the mixing ( 1 gallon of water to 1-50 lb bag of Quickrete Commerical Grade N-S Precision grout Lot# 1585,) placed under the 4-T.S. columns base plates 1 set of 3-2x2x2" grout cube samples were taken, Inspected the concrete reinforcing steel installation for the 4-SOG pour backs per detail 15/A8.1 and 4-SOG pour backs at the TS columns pour backs per detail 6/SD1. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME CERTIFICATION NO. SIGNATURE __________ _ 1441 Montiel Road, Suite 115 I Escondido, CA92026 I Ph (760) 746-4955 I Fax (760) 746-9806 I www.cte-lnc.net ~ CJE~c City of Carlsbad SEP I 7 2021 Construction Testing & Engineering, Inc. 81 IILDING oiv, Inspection I Testing I Geotechnical I Environmental & Construction Englneeling I Civil Engineering I SUrveyi~ION RECORD corlNSPECTION REPORT PAGE OF 1 --- CTE JOB NO. 10-16292T REPORT NO. PROJECT NAME State Street Commons Pl INSPECTION MATERIAL IDENTIFICATION ADDRESS 2742 State Street Commons Suite 101 Carlsbad, Ca 92008 ARCHITECT WARE MALCOMB ENGINEER HTK Structural Engineering CONTRACTOR C2 Building Group OTHER INSPECTION DATE ~7--'/3'-'0-'-2~1 ________ _ PLAN FILE/OTHER BLDG. PERMIT/OTHER CBC2021-0074 ---------- □ ~ □ □ □ □ □ □ □ CONCRETE CONG. MIX NO. & lb/in2 67P/3000 REINF. STEEL GROUT MIX NO. & lb/in2 MASONRY MORTAR TYPE & lb/in2 P.T. CONCRETE REINF. STEEL GR./SIZE A615 (60) FIELD WELDING STRUCTURAL STEEL SHOP WELDING HIGH-STRENGTH BOLT BATCH PLANT MASONRY BLOCK EXP.ANCHOR OTHER OTHER MATERIAL SAMPLING □ CONCRETE □ MORTAR □ GROUT □ REINFORCING STEEL □ STRUCTURAL STEEL □ FIREPROOFING □ MASONRY BLOCK □ BOLTS □ OTHER INSPECTIONS PERFORMED, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS PLEASE NOTE ANY RE-INSPECTION, TESTING, OR OTHER PROJECT ISSUES. Arrived on site as requested. Verified that non-shrink grout beneath the four column base plates was cured, solid to the touch. Verified #4 rebar installation at 18" o.c. at the column locations, and #4 rebar dowels at 18" o.c. for slab infill per 1, 6, 11, and 12 on SD1. Observed placement and consolidation of 6yds of mix design #67P/3000psi 3/8"RK concrete for the locations noted above. Extra care was taken to ensure concrete flowed into the voids under the slab near column locations by means of a concrete vibrator. Certification of Compliance: All work, unless otherwise noted, complies with applicable codes and the approved plans and specifications. PRINTED NAME Daniel Azlin CERTIFICATION NO. 5220420 ICC, 5960 DSA, SD#999 SIGNATURE J).,.;,} id-:• 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 746-4955 Fax (760) 746-9806 I www.cte-inc.net ✓• EsG1I DATE: 4-26-2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2021-0074.RC1 PROJECT ADDRESS: 2741 State Street SET II □ APPLICANT □ JURIS. PROJECT NAME: Internal TI and New Mezzanine-Coffee Shop and Offices ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kara Matthies Telephone#: 858-638-7277 Date contacted: (by: ) Email: kmatthies@waremalcomb.com Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 4-19-2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ✓• EsG1I DATE: 3-25-2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2021-0074 PROJECT ADDRESS: 2741 State Street SET: I □ APPLICANT □ JURIS. PROJECT NAME: Internal TI and New Mezzanine-Coffee Shop and Offices D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. [8J The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil staff did not advise the applicant that the plan check has been completed. [8J EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kara Matthies Telephone#: 858-638-7277 Date contacted: (by: ) Email: kmatthies@waremalcomb.com Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 3-11-2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2021-0074 3-25-2021 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK#.: CBC2021-0074 OCCUPANCY: A-2 and B TYPE OF CONSTRUCTION: V-B ALLOWABLE FLOOR AREA: SPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 3-9-2021 DATE INITIAL PLAN REVIEW COMPLETED: 3-25-2021 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Coffee Shop and Offices ACTUAL AREA: 1,481 sqft STORIES: 2 HEIGHT: Less than 20'-0" OCCUPANT LOAD: TBD DATE PLANS RECEIVED BY ESGIL CORPORATION: 3-11-2021 PLAN REVIEWER: Erich A. Kuchar, P.E. . . This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2019 CBC, which adopts the 2018 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2018 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBC2021-0074 3-25-2021 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. 3. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 4. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 5. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes. please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □Yes □ No 6. All plan sheets must be stamped and signed by engineer responsible for creating the plans. Multiple sheets are missing stamp and signature. This will be checked every submittal and will not be approved until all sheets are stamped and signed. Carlsbad CBC2021-0074 3-25-2021 STRUCTURAL Review Engineer: Erich A. Kuchar, P.E. Set: I 7. Update sheet S0.1 for correct live load for office space of 50 psf. Cales already using correct loading. 8. Where Site Class Dis selected as the default site soils, ASCE 7-16, Section 11.4.4 requires a Fa= 1.2. Show how this is reflected in the lateral design calculations. Update plans and calcs for increased seismic design parameters. 9. Redundancy Factor Slllll-11 a) In the lateral calculations, seismic forces must be increased by a factor of 1.3 to account for redundancy (Seismic Design Categories D through F), per ASCE 7-16, Section 12.3.4.2. Update plans and calcs as calcs appear to be using rho = 1.0 and not the required 1.3. 10. Provide new lateral displacement calc with new increased seismic factors using rho = 1.3 and fa = 1.2. Current mezzanine is showing only 2" away from the existing building. Provide the minimum clearance calc showing displacement of the mezzanine and existing building to be greater then the square root of the sum of the squares. This looks to be greater then 2" so plans will need to be updated accordingly. 11. All structural plan sheets to be stamped and signed. 12. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Erich A. Kuchar, P.E. at Esgil. Thank you. ARCHITECTURAL COMMENTS PLAN REVIEWER: Steven Miller SET: I PLANS 13. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 14. Please provide a signed copy of the Title 24 ADA Compliance sheet to page A0.1 the Title page. Please see a copy of the Compliance Form at the end of the list. Carlsbad CBC2021-0074 3-25-2021 15. Page A0.1 The sheet index and the plan differ from each other as there are 2 M4.1 pages provided in the plans. Please clarify. 16. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Page A0.1. • Occupancy Classification(s) B,A2 • For Mixed Occupancy Buildings, state whether the "nonseparated" or "separated" option was chosen from Sections 508.3/508.4. ♦ Description of Use Office/ Restaurant ♦ Type of Construction VB • Sprinklers: Yes or No YES • Stories 1 plus mezzanine ♦ Height • Floor Area 432 sq ft mezzanine • Occupant Load Please use the correct OLF shown on table 1004.5 of the 2019 CBC Que area should be Assembly standing 1 occupant per 5 sq ft. 17. Page A0.1 Please justify why you are over the maximum of 1/3 of the floor area for the mezzanine which is 350 sq ft and the proposed mezzanine area is 432 sq ft. see 505.2.1 18. Page A0.6 the open office of que area needs to be revised to the correct OLF please see table 1004.5 of the 2019 CBC to determine the correct OLF. Note: If you have any questions regarding this Architectural plan review list please contact Steven Miller at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. Carlsbad CBC2021-0074 3-25-2021 TITLE 24 ADA COMPLIANCE Permit# ------------- THE ACCESSIBLE ROUTE(S) OF TRAVEL SHALL BE THE MOST PRACTICAL DIRECT ROUTE 81::iWEEN ACCE:SSIBLt: POINTS, I Ml THE DESIGNER/OWNER IN RESF'ONSll3LE CHARGE OF lHIS l='ROJECT. I HAVE INSPECTED THE PREMISES AND DETERMINED THAT THE NEW RESTROOM{S) ANOJ□R AREA 01=" ALTEAATION' WILi. [lE FULLY ACCESSl8LE ACCORDINO TO CURRENT CODE REOVIREMENTS. SIGNATURE _________ _ DA1C _______________ _ I AM THC DCSIGNCRJOWNE=R IN RESPONSIDLE CHARGE OF THIS PROJECT, 1 l-1AVE INSPECTED THE SITE/PREMISES AND DETERMfNED THI\T EJ<rSTING CONDITIONS SHALL BE. MODIFIED IN f-Ul.L COMPLIANCE \'IJITH CURRENT BITE ACCESSIBILITY REQUIREMENTS iO IHE EXTENT REQUIRED BY LAW. SIGNATURE. __________________ _ OATF _______________ _ IF THE BUILDING INSPECTOR DETERMINES NON-COMPLIANCE WI I H ANY CURRENT ACCESSIBUTY PROVISIONS OF THE LAW, HEISHE $HALL REQUIRE SUBMITTAL OF COMPLETE AND D[TAILED PLANS TO BUl:..OING AND SAFETY DIVISION □r-THE DEVELOPMENT SERVICE:S tlFPARMFNT FOR FURTHER RE.VIEW. PLANS MUST Ct.f;ARLY $HOW ALL E.XISTING NON-COMPLYING CONDITION'S AFFECTED BY THE REMODEL (INCLUDING SITE PLAN, FLOOR PL.AN$, OEiAILS. ETC.} AND PROPOSE::.U MOuli-:ICA"I IONS or lJl:;FiCIE;NCIE;S TO MEET CURRENTS flCCESSIBLITY PROVISIONS. THE PLANS MUST BE SIGNED AND DATf:D 13Y TH[ r-11::::LO INSPECTOR PRIOR. SUEIMITTAL FOR PLAN R~IE.W IF THE BUILDING INSPECTOR DETERMINES THAT FULL COMPLlANCtc; WITH CURRENT SITE ACCESSIBILITY Ri=:OIJ,REMENTS IS NOT rROVIDED HE{SHE SH/\l.L R[QUIR[ SUClMITTAL OF A DETAILED SITE PLAN FORAODIT)ONAL r-'LAN R~V.FW ANtJ COMMFNTS li:\1)1J1ldirie .and ~.:irety\f1ANIJUUTS \';'Ilic ;,M Al."JA con1pliari('-! Carlsbad CBC2021-0074 3-25-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Erich A. Kuchar, P.E. BUILDING ADDRESS: 2741 State Street BUILDING OCCUPANCY: Band A-2 BUILDING AREA Valuation PORTION ( Sq. Ft.} Multiplier Tl 1049 46.51 New 11B11 432 104.78 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisd ict1on Code cb By Ordinance 1997 UBC Bu1ldmg Permit Fee • I ?,I <I 1997 UBC Plan Check Fee • I 'd Type of Review: [7] Complete Review D Repetitive Fee ,.. Repeats □ Other D Hourly EsGil Fee PLAN CHECK#.: CBC2021-0074 DATE: 3-25-2021 Reg. VALUE ($} Mod. 48,789 45,265 94,054 D Structural Only $390.291 Sheet 1 of 1 • r ~ Or-~ ~~ ON O'>O t--:it z r-N 0 ---LL CX) L{) U) --~ 0 N ('(),q-I (<) ..,. 0 ~ i== N w N u 0 LL LL N 0 LL 0 U) (J) U) ~ """W cc t--I-~-~ 0 (/) cn tt 0 0 w >-O I CO 0::: T"" 1-wo N<t ILL 01-6w N (I) C/) ~ UN ~~ m ~o~ l>N t~ STRUCTURAL CALCULATIONS For PACIFIC SOTHEBY'S-CARLSBAD 2742 State Street Suite 101 Carlsbad, CA 92008 Mezzanine Addition Mezzanine Floor Design Prepared for: Waremalcomb 3911 Sorrento Valley Blvd., Suite #120 San Diego, CA, 92121 Prepared by: STRUCTURAL ENGINEERS, LLP 14288, Danielson St #200, Poway, CA 92064 HTK Job# 21-511 Date: March 01, 2021 April 8, 2021 (PC#1) ~ > 1---0 • Revised Calculations (For Plancheck #1) Note: Pages with changes have been marked "Revised". 1 .. 'U OJ <O (1) £. " Project: Pacific Sotheby's Job No.: 21-511 Description: Loading Criteria Level: Mezzanine Dead Load: Item 4" LWC 0 / Metal Deck (2" Deck+ 2" LWC) +10% Ponding Ceiling+lnsulation Floor Finish MEP/ Misc Fire Sprinkler Joists Girders Columns Partition RAM DL ln12ut: (Total -RAM Self Wt. + Partition LL) Construction Live Load: Com12osite Live Load: Line Load: I Floor 32.5 4.0 2.0 5.0 2.0 0.0 3.0 3.0 0.0 51.5 psf 13.0 Metal Deck Slab I NCCDL COL NC Seismic Notes 32.5 y 32.5 self wt in RAM 4.0 N 4.0 2.0 N 2.0 5.0 N 5.0 2.0 N 2.0 0.0 y 0.0 3.0 y 3.0 self wt in RAM 3.0 y 3.0 self wt in RAM 0.0 N 10.0 RAM Partition LL 38.5 psf 13.0 psf 61 .5 psf 20.0 psf 50.0 psf (Office) (Cladding Walls) lJ Q) <O (1) <,) 2. --.J RAM Steel 17.02.00.130 RAMStructuralSystem DataBase: Mezzanine 3 1 2021 ~ Bentley Building Code: IBC Floor Type: Mezz co I!) Cl) I!) P1 ,~ 1 ~- Floor Mal! Beam Numbers 03/0 1/21 22:48:44 Steel Code: AISC 360-16 LRFD Gravity Beam Design RAM Steel 17.02.00.130 RAMStruc1UralSystem DataBasc: Mcz;.aninc _3 _ 1 _ 2021 ~ Bentley Building Code: !BC 03/01/21 22:48:44 Steel Code: AISC 360-16 I.RFD Floor Type: Mezz Beam Number= 55 SPAN INFORMATION (ft): I-End (0.00,13.50) .I-End (29.50,13.50) Beam Size (User Selected) -W12X40 Fy = 50.0 ksi Total Beam Length (ft) = 29.50 Cantilever on left (ti) = 9.75 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcl) t'c (ksi) Left 2.0" I.WC+ 2" Metal Deck 2.00 120.00 3.00 Decking Orientation perpendicular Decking type VERCO W2 Formlok bcff (in) 47.63 Y bar(in) Mnf (kip-ti) 346.14 Mn (kip-ft) C (kips) 68.92 PNA (in) leff(in4) 510.94 !tr (in4) Right 2.0" LWC + 2" Metal Deck 2.00 120.00 3.00 perpendicular VERCO W2 Formlok 9.56 Stud length (in) 3.75 Stud diam (in) 286.93 8.29 689.85 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 38 Partial = 10 Actual = I 0 Number of Stud Rows= I Percent of'Full Composite Action= 28.36 POINT LOADS (kips): Dist DL CDI. RedLL Red% NonRL StorLI. Red'½, RootLI. Red% L 0.000 0.08 0.08 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type Part!. CU. I 0. 000 0.049 0.049 0.000 NonR 0.000 0. 000 9.750 0.049 0.049 0.000 0.000 0.000 2 0. 000 0.023 0.019 0.075 0.0% Red 0.015 O.OJO 9.750 0.023 0.019 0.075 0.015 0.030 , 9.750 ().049 0.049 0.000 NonR 0.000 0.000 .l 29.500 0.049 0.049 0.000 0.000 0. 000 4 9.750 0.023 0.019 0.075 0.0% Red ().015 0.030 29.500 0.023 0.019 0.075 0.015 0.030 5 0.000 0.122 0.122 0.000 NonR 0. 000 0. 000 9.750 0. 122 0.122 0.000 O. 000 0.000 6 0.000 0.056 0.049 0. I 88 ().0% Red 0.038 0.075 9.750 0.056 0.049 0.188 0.038 0.075 7 9.750 0.122 0. 122 0.000 NonR 0.000 0.000 29.500 0.122 0.122 ().000 0.000 0.000 8 9.750 0.056 0.049 0.188 0.0°1~1 Red 0.038 0.075 29.500 0.056 0.049 0.188 0.038 0.075 Part!. Page 5 of 71 it~-Gravity Beam Design ;liiiiiJ RAM Steel 17.02.00.130 RAMStructuralSystem DataBasc: Mezzanine 3 1 2021 ~lsenttey Building Code: !BC Load Dist DL CDL 9 0.000 0.040 0.040 9.750 0.040 0.040 10 9.750 0.040 0.040 29.500 0.040 0.040 LL Red¾ Type 0.000 NonR 0.000 0.000 NonR 0.000 Page 2/2 03/01/21 22:48:44 Steel Code: AISC 360-16 LRFD PartL CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (l.2DL+l.6LL) = 10.49 kips t.00Vn = 105.31 kips MOMENTS (Ultimate): Span Cond LoadComho Mu ({~, Lh Ch Phi Phi*Mn kip-ft ft n kip-ft Left PreCmp-l.2DL+ 1.6LI. -24.8 9.8 9.8 1.00 0.90 197.85 Max -l .2DL+ l .6LL -41.3 9.8 9.8 1.00 0. 90 197.85 Center PreCmp+ l.2DL+ 1.6LL 16.8 21.3 0.0 1.00 0.90 213.75 PrcCmp-l.2DL + 1.6LL -24.8 9.8 19.8 2.70 0.90 213. 75 !nit DL l.4DL -19.6 9.8 Max+ l.2DL + l.6LL 33.2 20.7 0.90 258.23 Max -I .2DL+ l .6LL -41.3 9.8 19.8 2.86 0.90 213.75 Controlling I .2DL + l .6LL -41.3 9.8 9.8 1.00 0.90 197.85 REACTIONS (kips): Left Right Initial reaction 8.56 2.83 DL reaction 6.48 2.12 Max +LI. reaction 6.94 3.11 Max -LI. reaction 0.00 -0.63 Max +total reaction (factored) 18.88 7.52 DEFLECTIONS: Ratio Left cantilever: !nit load (in) -0.071 LID 3302 l'os I .ive load (in) -0. I 81 LID 1292 > 360 0.28 Neg Live load (in) 0.115 LID '.:'035 . 360 0.18 . Pos Post Comp load (in) -0.183 LID 1276 > 240 0.19 Neg Post Comp load (in) 0.113 LID 2075 > 240 0.12 Pos Total load (in) -0.254 1,/1) 921 > 240 0.26 Neg Total load (in) 0.042 LID 5584 > 240 ().()4 Center span: Initial load (in) at 20.32 n -0.042 Lil) 5628 Live load (in) at 2(U2 Ii -0.072 LID -3276 > 360 0.11 Post Comp load (in) at 2(U2 ft -o on I.ID J:230 240 0.07 Net Total load (in) at 20.32 It -0.115 LID -205::' 240 0.12 Page 6 of 71 Gravity Beam Design RAM Steel 17.02.00.130 RAMStructuralSy:em DataBase: Mezr.aninc _ 3 _ 1 _ :20:21 ~ Bentley Building Code: IBC 03/01/21 22:48:44 Steel Code: AlSC 360-16 LRFD Floor Type: Mezz Beam Number= 56 SPAN INFORMATION (ft): .J-End (29.50,6.00) Beam Size (User Selected) Total Beam Length (ft) Cantilever on left (ti) I-End (0.00,6.00) W12X40 = 29.50 ry = 50.0 ksi = 9.75 COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pct) t'c (ksi) Decking Orientation Decking type heff (in) Mnf (kip-ft) C (kips) Jeff(in4) Stud length (in) Stud Capacity (kips) Qn # of studs: Max = 38 Number of Stud Rows= I POINT LOADS (kips): Left 2.0" LWC + 2" Metal Deck 2.00 120.00 3.00 perpendicular VERCO W2 Formlok 59.25 Y bar(in) 363.14 Mn (kip-ft) 86.15 PNA (in) 538.84 !tr (in4) Right 2.0" LWC + 2" Metal Deck 2.00 120.00 3.00 perpendicular VERCO W2 l'ormlok 10.04 3.75 Stud diam (in) 297.11 8.87 741.21 0.75 17.2 Rg = 1.00 Rp = 0.60 Partial = 12 Actual = 12 Percent of Full Composite Action -28.49 Dist DL CDL RedLL Red'% NonRL StorLL Red% Rootl..,L Red% PartL 0.000 0. 000 5.500 0.08 0.06 0.06 0.08 0.06 0.06 LINE LOADS (k/ft): Load Dist DL 0.000 0.219 9.750 0.219 0.000 0.101 9.750 0.101 , J 9.750 0.219 29.500 0.219 4 9.750 0.10 I 29.500 0.101 5 0.000 0.040 9.750 0.040 6 9.750 0.040 29.500 0.040 L CDL LL Type PartL 0.219 0.000 NonR (J.000 0.219 0.000 0.000 0.088 (l.337 (J.0% Red 0.068 0.088 0.337 0.068 0.219 0.000 NonR 0.000 0.219 0. 000 0.000 (l.()88 0.3:17 0.0% Red 0.068 0.088 0.337 0.068 0.040 (). 000 NonR 0.000 0.040 0.000 0.000 0.040 0.000 NonR 0.000 0.040 0.000 0.000 SHEAR (llltimate): Max Vu (l.2DL+l.6LL) = 13.36 kips 1.00Vn = 105.31 kips CLL ().(){)() 0.000 0.135 0.135 0.000 0. 000 0. 135 0.135 0. 000 0.000 0.000 0.000 Page 7 of 71 ... '}1,t Gravity Beam Design RAM Steel 17.02.00.130 RAMStructuralSystem DataBase: Mczzaninc _ 3 I ~eenttey Building Code: !BC 2021 MOMENTS (Ultimate): Span Cond LoadComho Left PreCmp-1.2Dl.+ 1.6LL Max -1.2DL+ 1.6LL Center PreCmp+ 1.2DL+ 1.6LL PreCmp-1.2Dl.+ 1.6Ll. !nit DL 1.4DL Max+ 1.2DL + 1.6LL Max -1.2DL+l.6Ll. Controlling 1.2DL + 1.6Ll. REACTIONS (kips): Mu ((I! kip-ti ft -32.0 9.8 -53.3 9.8 20.9 21.4 -32.0 9.8 -25.3 9.8 42.0 20.7 -53.3 9.8 -53.3 9.8 Left Right Initial reaction 10.89 3.51 DL reaction 8.21 2.61 Max +LL reaction 8.92 4.00 Max -LL reaction 0.00 -0.81 Max +total reaction (factored) 24.13 9.52 DEFLECTIONS: Left cantilever: !nit load (in) -0.100 Pos Live load (in) -0.225 Neg Live load (in) 0.140 Pos Post Comp load (in) -0.228 Neg Post Comp load (in) 0.137 Pos Total load (in) -0.328 Neg Total load (in) 0.037 Center span: Initial load ( in) at 20.42 fl -0.049 Live load (in) at 20.42 fl -0.088 Post Comp load (in) at 20.42 fl -(J.089 Net Total load (in) at 20.42 ti -0.139 Lb 1i 4.3 4.3 0.0 19.8 19.8 19.8 LID LID LID LID LID LID L/1) 1./D LID [/[) 1./D Page 2/2 03/01/21 22:48:44 Steel Code: AISC 360-16 LRFD Ch Phi l'hi*Mn kip-1i 1.00 0.90 213.75 1.00 0.90 213. 75 1.00 0.90 213.75 2.76 0.90 213.75 0.90 267.40 2.83 0.90 213.75 2.83 0.90 213.75 Ratio 2337 1038 > 360 (J.35 1669 > 360 0.22 1025 > 240 0.23 1704 > 240 0.14 713 > 240 0.34 6294 > 240 0.04 4798 2692 > 360 0.13 2654 > 240 0.09 1709 > 240 0.14 Page 8 of 71 Gravity Beam Design RAM Steel 17.02.00. I 30 . RAMS1ructurnlSy5tem DataBase: Mcz,.aninc __ 3 _ 1 _ 2021 I;;,'] Bentley Building Code: 113C 03/01 /2 I 22:48:44 Steel Code: /\!SC 360-16 LRFD Floor Type: Mczz SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) Cantilever on left (ft) Beam Number= 57 I-End (0.00,0.00) W12X40 = 29.50 = 5.50 J-End (29.50,0.00) COMPOSITE PROPERTIES (Not Shored): Deck Label Concrete thickness (in) Unit weight concrete (pcl) fc (ksi) Decking Orientation Decking type bcff(in) Mnf (kip-ft) C (kips) Jeff (in4) Stud length (in) Stud Capacity (kips) Qn ~ # of studs: Full = 23 Left 2.0" LWC + 2" Metal Deck 2.00 120.00 3.00 perpendicular VERCO W2 Formlok 36.00 328. 78 68.92 503.37 3.75 17.2 Rg = Partial= 9 Y bar(in) Mn (kip-ft) PNA (in) ltr(in4) Stud diam (in) 1.00 Rp = 0.60 Actual= 9 Fy Right 0.00 0.00 0.00 50.0 ksi parallel Noncomposite 8.97 286.40 8.29 627.51 0. 75 Number of Stud Rows= I Percent of Full Composite Action= 37.48 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLI. Red% RooiLL Red% PartL CLL L 0.000 0.06 0.06 5.000 0.60 0.60 0.00 0.0 1.60 0.00 0.0 (l.00 0.0 0.00 0.60 1.000 0.60 0.60 0.00 0.0 1.60 (l.00 0.0 0.00 0.0 0.00 0.60 LINE LOADS (k/ft): Load Dist [)I. CD!. LI. Red% Type Part!. CI.I. 1 0.000 0.097 0.097 0.000 NonR (l.000 0.000 5.500 0.097 0.097 0.000 o. 000 0.000 7 0.000 ().()45 0.039 0.150 0.0% Red 0.030 0.060 5.500 0.045 0.039 0.150 0.030 0.060 ' 5.500 0.097 0.097 0.000 NonR 0.000 0.000 ·' 29.500 0.097 0.097 0.000 0.000 0.000 4 5.500 0.045 0.039 0.150 (J.0%, Red 0.030 0.060 29.500 0.045 0.039 (J.150 0.030 0. 060 5 5.500 0. 000 0.000 0.000 NonR 0.000 0.000 29.500 0.000 0.000 O. 000 0. 000 0.000 (, 0.000 0.000 0.000 0.000 NonR 0.000 0.000 5.500 0.000 0.000 0. 0()() 0.000 0.000 7 0.000 0.040 0.040 0.000 NonR 0.000 0. 000 5.500 0.040 0.040 0.000 0.000 0.000 Page 9 of 71 Gravity Beam Design RAM Steel 17.02.00.130 . RAMS1rnctura1Sys!em DataBase: Mczzanine_3~1_2():2l ~ Bentley Building Code: !BC Load 8 Dist 5.500 29.500 DL 0.040 0.040 CDL 0.040 0.040 LL 0.000 0.000 Red% Type NonR Page 2/2 03/01/21 22:48:44 Steel Code: AISC 360-16 LRfD PartL 0.000 0.000 CLL 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+l.6LL) = 9.42 kips 1.00Vn = 105.31 kips MOMENTS (Ultimate): Span Cond Load Combo Mu ra; Lb Cb Phi Phi*Mn kip-fl ft n kip-ft Lell PrcCmp-l.2DL+l.6LL -I 3.5 5.5 5.5 1.00 0.90 213.75 Max -I .2DL+ l .6LL -24.5 5.5 5.5 1.00 0.90 213.75 Center PreCmp+ l .2DL+ l .6LL 18. 7 18.5 24.0 1.17 0.90 133.61 PrcCmp-l.2DL+ l.6LL -13.5 5.5 24.0 1.76 0.90 200.07 !nit DL l.4DL 13.8 18.9 Max+ l.2DL+l.6LL 32.9 18.1 0.90 257.76 Max -l.2DL + 1.6LL -24.5 5.5 24.0 2.73 0.90 213. 75 Controlling 1.2DL + 1.6LL 18. 7 18.5 24.0 1.17 0.90 133.61 REACTIONS (kips): Left Right Initial reaction 7.01 2.42 DL reaction 4.70 1.93 Max +LI, reaction 6.80 2.16 Max -LL reaction 0.00 -0.43 Max +total reaction (factored) 16.52 5.77 DEFLECTIONS: Ratio Left cantilever: !nit load (in) 0.048 LID 2773 Pos Live load (in) -0.073 Lil) 1818 > 360 0.20 Neg Live load (in) 0.068 LID 1955 > 360 0.18 l'os Post Comp load (in) -0.071 LID 1860 > 240 0.13 Neg Post Comp load (in) 0.069 LID 1909 > 240 0. 13 Pos Total load (in) -0.013 LID 5648 > 240 0. 04 Neg Total load (in) 0.117 LID I 131 > 240 0.21 Center span: Initial load (in) at 17.86 Ii -0.106 LID 2718 Live load (in) at 17.86 ft -0.092 LID 3132 > 360 0.11 Post Comp load (in) at 17.86 ft -0.095 L/1) -3043 > 240 0.08 Net Total load (in) at 17.8Cift --0.201 LID 1436 > 240 0.17 Page 10 of71 Gravity Beam Design , RAM Steel 17.02.00.130 ~~MStrnc1ura\Sy:em DataBase: Mezzanine -3 _ 1 _ 2021 f:..J:Bentley Building Code: !BC Floor Type: Mezz Beam Number= 62 SPAN INFORMATION (ft): I-End (29.50,6.00) J-End (29.50, 13.50) Beam Size ( lJser Selected) C 12X20. 7 Total Beam Length (ft) = 7.50 Mp (kip-It) 76.80 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL I 0.000 0.000 0.000 NonR 0.000 7.500 0.000 0.000 0.000 2 0.000 0.021 0.000 NonR 0.000 7.500 0.021 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.11 kips 0.90Vn = 65. 78 kips MOMENTS (Ultimate): Span Cond Center Controlling Max+ REACTIONS (kips): DL reaction LoadCombo 1.4DL 1.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 3.75 ft Live load (in) at 3.75 ft Net Total load (in) at 3.75 ft Mu kip-It 0.2 Left 0.08 0.11 Right 0.08 0.11 -0.000 -(J.000 -0.000 ft 3.8 3.8 Lb ft 7.5 7.5 03/01 /1 I 22:48:44 Steel Code: J\ISC 360-16 LR!D Fy = 36.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 63.20 1.14 0.90 63.20 Ratio Page 11 of71 Gravity Beam Desii:n RAM Steel 17.02.00.130 . RAMStructuralSystem DataBasc: Mezzanine_ 3 _ l 2021 ~,Bentley Building Code: !BC Floor Type: Mezz Beam Number= 63 SPAN INFORMATION (ft): I-End (29.50,0.00) Cl2X20.7 = 6.00 .I-End (29.50,6.00) Beam Size (User Selected) Total Beam Length (Ji) Mp (kip-ti) 76.80 LINE LOADS (k/ft): l.oad Dist DL I 0.000 (J.000 6.000 0.000 2 0.000 0.021 6.000 0.021 LL Red% Type PartL 0.000 NonR 0.000 0.000 0.000 0.000 NonR 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (l.4DL) = 0.09 kips 0.90Vn = 65.78 kips MOMENTS (lJltimate): Span Cond Center Controlling Max+ REACTIONS (kips): DL reaction Load Combo 1.2DL+ 1.6LL l.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 3.00 ft Live load (in) at 3.00 ti Net Total load (in) at 1.00 n Mu kip-ft 0.1 Left 0.06 0. 09 0.1 Right 0.06 0.09 -0.000 -0.000 -0.000 ft 3.0 3.0 Lb ft 6.0 6.0 03/0 I /21 22:48 :44 Steel Code: AISC 360-16 LRl'D Fy = 36.0 ksi Cb Phi Phi*Mn kip-ft I. I 4 0.90 68.70 1.14 0.90 68.70 Ratio Page 12 of 71 Gravity Beam Design RAM Steel 17.02.00.130 ;~MStructuralSystem DataBasc: Mezzanine_ 3"_ 1 _ 2021 ~ Bentley Building Code: IBC Floor Type: Mezz Beam Number= 61 SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) I-End (9.75,6.00) .I-End (9.75,13.50) C12X20.7 Mp (kip-ft) 76.80 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.021 7.500 0.021 ~ 7.50 LL 0.000 0.000 Red% Type NonR PartL 0.000 0.000 SHEAR (llltimate): Max Vu (l.4DL) = 0.11 kips 0.90Vn = 65.78 kips MOMENTS (Ultimate): Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction 1.oadCombo 1.4DL 1.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 3.75 ft at 3.75 ti at 3. 75 tl Mu la) Lb kip-ft ft ft 0.2 3.8 7.5 0.2 3.8 7.5 Left Right 0.08 0.08 0. 1 1 0.11 -0.000 -0.000 -0.000 03/01/21 22:48:44 Steel Code: AISC 360-16 LRFD Fy = 36.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 63.20 1.14 0.90 63.20 Ratio Page 13of71 Gravity Beam Design : RAM Steel 17.02.00. I 30 RlAMStructutalSy:ern DataHase: Mezzanine 3 1 2021 ~iBentley Building Code: !BC Floor Type: Mezz Beam Number= 61 SPAN INFORMATION (ft): I-End (9.75,6.00) .I-End (9.75,13.50) Beam Size (User Selected) CI2X20.7 Total Beam Length (Ii) = 7.50 Mp (kip-ft) 76.80 LINE LOADS (k/ft): Load Dist 1 0.000 7.500 DL 0.011 0.021 LL 0.()00 0. 000 Type NonR PartL 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.11 kips 0.90Vn = 65.78 kips MOMENTS (Ultimate): Span Cond Center Controlling Max+ REACTIONS (kips): DL reaction l.oadCombo 1.4DL 1.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 3.75 Ii Live load (in) at 3.75 Ii Net Total load (in) at 3.75 n Mu kip-ft 0.2 Left 0.08 0.11 0.2 Right 0.08 0 .11 -0.000 -0.000 -0.000 Ii 3.8 3.8 Lb Ii 7.5 7.5 03/01/21 22:48:44 Steel Code: AISC 360-16 LRl'D Fy = 36.0 ksi Cb Phi Phi*Mn kip-ti 1.14 0.90 63.20 1.14 0.90 63.20 Ratio Page 14 of 71 Iii Grnv;ty Ream Des;gn • RAM Steel 17.02.00.130 RAMS1ructura\Syste111 DataBasc: Mczzaninc_3_1_2021 e;;a1aentley Building Code: !BC Floor Type: Mezz Beam Number= 60 SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (It) I-End (5.50,0.00) J-End (5.50,6.00) Cl 2X20.7 Mp (kip-ft) 76.80 LINE LOADS (k/ft): l .oad Dist I 0.000 6.000 DL 0.021 0.021 ~ 6.00 LL 0.000 0.000 Red% Type NonR PartL 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.09 kips 0.90Vn = 65.78 kips MOMENTS (Ultimate): Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Load Combo 1.2DL + 1.61.L 1.4DL Max +total reaction ( factored) DEFLECTIONS: Dead load (in) al 3.00 ft Live load (in) at 3.00 ft Net Total load (in) at 3.00 ft Mu kip-ti 0.1 Left 0.06 0.09 0.1 Right 0.06 0.09 -0.000 -0.000 -0. 000 @ ft 3.0 3.0 Lb ti 6.0 6.0 03/0 I /2 I 22:48:44 Steel Code: AISC 360-16 LRFD l'y = 36.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 68.70 1.14 0.90 68.70 Ratio Page 15of71 Gravity Beam Design RAM Steel 17.02.00.130 :~MStructurnlSy:em DataBase: Mezzanine 3 I 20~ I ~Bentley Building Code: !BC Floor Type: Mezz Beam Number= 58 SPAN INFORMATION (ft): Beam Size (User Selected) Total Beam Length (ft) I-End (0.00,6.00) J-End (0.00,13.50) C12X20.7 Mp (kip-ft) 76.80 LINE LOADS (k/ft): Load Dist DL I 0.000 0.000 7.500 0.000 7.500 0.000 0.021 0.021 = 7.50 Ll. 0.000 0.000 0.000 0.000 Red% Type NonR NonR l'artL 0.000 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (l.4DL) = 0.11 kips 0.90Vn = 65.78 kips MOMENTS (Ultimate): Span Cond Center Controlling Max+ REACTIONS (kips): DL reaction Load Combo 1.4DL 1.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) at 3. 75 ti Live load (in) at 3.75 ti Net Total load (in) at 3. 75 ft Mu kip-ft 0.2 Left 0.08 0.11 0.2 Right 0.08 0.11 -0.000 -0.000 -0.000 ft 3.8 3.8 1.b ft 7.5 7.5 03/01/21 22:48:44 Steel Code: AISC 360-16 LRFD Fy = 36.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 63.20 1.14 0.90 63.20 Ratio Page16of71 Gravity Beam Design RAM Steel 17.02.00.130 -RAMStructutalSystem DataBasc: Mezzaninc _ 3 _ 1 _ 2021 ~,Bentley Building Code: IBC Floor Type: Mezz Beam Number= 59 SPAN INFORMATION (ft): I-End (0.00,0.00) .I-End (0.00,6.00) Bearn Size (User Selected) Cl1X20.7 Total Bearn Length (ft) = 6.00 Mp (kip-It) 76.80 LINE LOADS (k/ft): Load Dist DL I 0.000 0.000 2 6.000 0.000 6.000 0.000 0.021 0.021 LL Red% 0.000 0.000 0.000 0.000 Type NonR NonR PartL 0.000 0.000 0.000 (J.000 SHEAR (Ultimate): Max Vu (l.4DL) = 0.09 kips 0.90Vn = 65.78 kips MOMENTS (Ultimate): Span Cond Center Max+ Controlling REACTIONS (kips): DL reaction Load Combo 1.2DL + 1.6LL 1.4DL Max +total reaction (factored) DEFLECTIONS: Dead load (in) Live load (in) Net Total load (in) at 3.00 It at 3.00 fi at 3.00 n Mu (ij] Lb kip-fl ft fl 0.1 3.0 6.0 0.1 3.0 6.0 Left Right 0.06 0.06 0.09 0. 09 -0.000 -0.000 -0.000 03/01/21 22:48:44 Steel Code: AISC 360-16 LRFD h ~ 36.0 ksi Cb Phi Phi*Mn kip-ft 1.14 0.90 68.70 1.14 0.90 68.70 Ratio Page17of71 I Seismic Design-RAM Frame Analysis Page 18 of 71 1 4/8/20i 1 ATC Hazards by Location L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2742 State St, Carlsbad, CA 92008, USA 33.1620102, -117.3503546 45 ft 2021-04-09T06:21 :41. 706Z Seismic ASCE7-16 II D-default ,ltnd slond ssentlal , Habitat .. Go gle Basic Parameters Name Value Description Ss 1.081 MCER ground motion (period=0.2s) S1 0.391 MCER ground motion (period=1.0s) SMs 1.298 Site-modified spectral acceleration value SM1 .. null Site-modified spectral acceleration value Sos 0.865 Numeric seismic design value at 0.2s SA So1 .. null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -.-Additional Information Name Value Description SDC .. null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv .. null Site amplification factor at 1.0s CRs 0.894 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk (1 .0s) PGA 0.477 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.573 Site modified peak ground acceleration ---- Temecula 0 45ft ' -Cl I d Borre eve an Spiln Oce de W Nalloncll Forest 0 Escondido Anz.a- 0 DE Stat Mt l.ilgu -0 San nii:ann O 1Map data ©2021 Google, INEGI Page 19 of 71 https://hazards.atcouncil.org/#/seismic?lat=33.1620102&1ng=-117 .3503546&address=27 42 State St%2C Carlsbad%2C CA 92008%2C USA 1/2 4/812021 TL 8 SsRT 1.081 SsUH 1.209 SsD 1.5 S1RT 0.391 S1UH 0.432 S1D 0.6 PGAd 0.587 * See Section 11 .4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1 .0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results md1cated here DO NOT reflect any state or local amendments to the values or any delmeat,on Imes made-during the butld•'lg code adoption procGss U<;ers should confirm any output obtamed from this tool with the local Authonty Havmg Junsd1ct1on before proceeding w th design Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 20 of 71 https://hazards.atcouncil.orgl#lseismic?lat=33.1620102&1ng=-117.3503546&address=2742 State St%2C Carlsbad%2C CA 92008%2C USA 212 BASE SHEAR 2019 CBC/ ASCE 7-16 Equivalent Lateral Force Procedure Project: Pacific Sotheby's Job No.: 21-511 Building Data Building: 1 Story Mezzanine LFRS: Special Cant'I Column Direction: X & Y Occupancy Category = II Table 1604 5, 2016 CBC Importance Factor, 18 = 1.00 Table 1 5-2 ASCE 7-16 • Note: All references are from ASCE 7-16 unless noted otherwise. Seismic Ground Motion Values Section 11.4 ASCE 7-16 Ss = 1. 081 From geotech or Figs. 22-1 to 11 S,= Site Class= TL= Seismic Design Category 0.391 D 8 sec C D Building Period Section 12.8.2 ASCE 7-16 C1 = 0.02 From geotech or Figs. 22-1 to 11 From geotech or Table 20 3-1 Figs 22-12 to 16 ASCE 7-16 Tables 11.6-1 & 2 ASCE 7-16 Table 12.8-2 Table 12.8-2 F = a F = V SMs = FaSs = SM1 = FvS1 = Sos = (2/3)SMs = So1 = (2/3)SM1 = Ta= C, hnx = C = u 1.20 Table 11 4-1 1.91 Table 11 4-2 1.297 Eq 114-1 0.746 Eq 11 4-2 0.865 Eq. 11 4-3 0.498 Eq 11 4-4 0.129 sec Eq 12 8-7 1.40 Table 12 8-1 x =I 0.75 hn = 12.00 ft Height of Bwlding Ta.max = Cu Ta= 0.181 sec Section 12 8 2 Tb = 0.000 sec From Analysis (Input zero to use Ta) Base Shear Section 12.8 ASCE 7-16 For Design Only Cs. max= Cs.max= W= 26.7 kips R = 2.5 Total Structure Weight Table 12 2-1 Cd= 2.5 Table 12 2-1 Sos I (R/18) = 0.346 So1 / [T (R/10)] = 1.544 S01 TL/ [T2 (RII.)]: N/A Eq 12 8-2 Eq 12 8-3. for T S TL Eq 12 8-4 for T > T, Eq 12 8-5 1f S , < 0 6g Period= 0.129 sec «--used for design 0.129 sec «--used for drift Section 12. 8 6 2 For Drift Only Cs. max = 0.346 c. = 1.544 Cs = N/A max{ 0.01 . 0 044S05I8 } = 0.038 C, nun = max{ 0.01 , 0.044S0sI8, 0.5S/(R/I0)} = N/A Eq 12 8-5 and 12 8-6 If S 1 ~ 0 6g C,. m,n = 0.038 C,,mm = N/A Use, C5 = 0.346 (LRFO) -------------------t Voesign = 9.24 Kips (Eq.12.8.1) ----------- Use, c. = 0.346 Vdnfl = c.w = 9.24 kips Allowable Drift = 0.020 h sx Table 12 12-1 04/0B/202 {age 21 of 71 ltaBase: Mezzanine_3_1_2021 " (>) "' co ~ 9-.... ~ A 03/01/2021 23 :43:2! 4 Frame Model Data I II RAM Fram, "02 •mo Frame Model Data ,.. __ Ri\M I rame 17 02 00 130 Page 2/4 ';,;Bentley DataBa\c Me11anme_J_I 2021 03/01/21 23 43 53 l;;,";Benll"II" DataBase Me-aanme_3_1_2021 03101121 n -13 53 STORY D \T.\: # X y z Rif!.\laj Rig.\lin Fhity ~\ Section Le,el Sto~ Label l.a~out T~pe Height 20 9 750 6.000 11 330 000 000 PPr -l6 I ISS6X6X 1/2 ft 9 750 6.000 0000 000 000 FFr M e11im111e Mc11 11 33 Frame#3: Le,•el: Mezzanine FR,\ \IE \lE\IBERS Frame #0: Steel Column: # X ' z Rif!\laj Rig\lin Fixit~ F~ Section Le,cl: \leuaninc ft ft ft in in \~ t ksi 21 9 750 13 500 11 330 000 000 PPr -l6 IISS6X6X 1/2 !-.teel Beam / lloriz Br.ice: 9 750 13.500 0000 000 000 rl I # X ' z Rig End Fhit~ F~ Section T-0 Frame#-l: ft ft ft in \~ t ksi 55 () (){)(J 13 500 11 330 0 00 Prr 50 Wl2X-l0 Le\'el: Mezzanine 29 500 13 500 11 330 000 PPI 56 0000 6 ()()() 11 330 000 Pl'I 50 Wl2X-l0 Steel Column: 29 5()() 6 ()()() II .HO 0.00 Pl'I # X ' z Ri!!\laj Rig\lin Fiiit~ F~ Section 57 0000 0 ()()() 11 330 000 l'l'I 50 Wl2X-l0 ft ft ft in in x~ t ksi 29 500 1)()()() 11 .130 ()I)() PPr 18 29 500 0000 11 330 000 000 PPF -l6 HSS6X6Xl/2 ,s () ()()() 6.mo 11 330 000 PPF 36 Cl2X20.7 29 500 0000 0000 000 000 FFr () ()()() 13 500 11 .330 (100 PPI Frame#:-: 59 ()()(1() () ()()() 11 3:lO 0 ()() PPI 36 Cl2X20 7 --LeHI: /\leu.anine 0 ()()() 6 (Kl() 11330 ()()() PPI 60 5 500 0(1()() 11 330 000 PPI 36 C12X20.7 Steel Column: 5 5()() t,()()() 11 330 000 PPI # X ' z Rig\laj Rig:\lin Fixit~ F~ Section 61 9 750 6 ()()(I 11 330 ()()() PPI 36 Cl2X20 7 ft ft ft in in \~ t ksi 9 750 13 500 11 330 000 rrr 17 29 500 6000 11 .330 000 ()()() PPF -l6 HSS6X6X l/2 62 29 5()() (,()()() 11 330 ()()() PPI 36 Cl2X20 7 --29 500 6()()() 0000 000 000 FFF 29 500 13 500 11330 000 PPF Frame#6: 63 29 500 0()()() 11 330 000 PPI 3(, Cl2X20 7 Level: i\1cuanine 29 5(X) (, (XX) 11 330 O(Xl PPr Framc#I: I Steel Column: Lc,rl: \leuanine # X y z Rig\laj Rig!\lin Fi tit~ F~ Section ft ft n in in \~ t ksi Steel Column: I 16 29 500 13 500 11 330 000 0.00 PPF 46 HSS6X6Xl/2 # X ' 7. Ri!!\laj Rig\lin Fixit~ F~ Section 29 500 13 500 00()() 000 0(X) FFr ft ft ft in in '~ t ~-i 19 5 500 IUX)O 11 330 000 000 PPF -l6 HSS6X6Xl/2 NODES: 5 5()() 0 ()(X) ()()()() 000 000 Frr # X y 7. Fdtn Diaphr Frame #2: ft ft ft (Diaph.# -Stor~ '\ame) 'iJ l.e-cl: \leuanine I 0.000 0 000 11 330 N I -Meaanmc <O ~ 0000 6000 11 330 N I• Meaanme m - "' Steel Column: 3 0 (J(X) 13 500 11 330 N I -Mezz.anme (...)# X ' z RiJ?\laj Rig\lin Fi,it~ F~ Section -l 5.500 0000 11 330 N I -Mezzanine Q. --J ft ft ft in in \~ t ksi 5 5 500 6000 11 330 N I -\leuanme ~ Frame Model Data g RAM Fram, 170200130 Frame Model Data ,.. __ RAM I ramc 17 02 00 IJO Page 3/4 Page -l/-l ~Benney DataBase Mcuamne_3 1_2021 03/01/21 23 -13 53 ';:!ieenne11 DataBasc Mcnanme_3_1 _2021 03/01 /21 23-43 53 # :\ ' z Fdtn Diaphr # :\ y z Fdtn Diaphr 6 9 750 (,()()() 11 330 '1 I -\'1euanmc 109 27.525 6000 11 330 N -Meu~1n111c 7 9 750 13 5()() 11 330 N I -Mcnan,ne 110 25.550 6.000 11 330 N -Meuanmc 8 29 500 () ()(}() 11 330 N I -'v1eaanme 111 5 500 I 500 11 330 N -Meuanme 9 29 500 6000 11 330 N I -~k11an111e 129 11 725 6000 11 330 N -Meu.anme 10 29 500 13 500 11 330 N I -~kuamne 130 13 700 6000 I 330 N -Meu.anme II 5500 0000 0.()()() y 135 19 500 0.000 I 330 N -MCIJ31lHlC 12 9 750 (,()(X) ()(}(XI y 136 17 500 0000 I 330 N -Meu...anme 13 9 750 13 5()() 0000 y 139 29500 -l 500 1330 N -Mea.anme 1-l 29 5()() (l()(l() OO(X) y 140 29.500 3 000 I 330 N -Menanme 15 29 5()() 6()()() ()()(){) y 149 27.525 13.500 I 330 N -Mezzanme 16 29 500 13500 0000 y 150 25.550 13 500 1330 N -Mcuanme ~· _J -l 125 6()()() 11 330 N I -\'1euanme 154 4 875 13 500 1330 N -Meuanmc 2-l 2 750 6 f)()() 11 330 N I -Me11an111e 155 3 250 13.500 I 330 N -Meuan,ne 27 29 500 11625 11 330 N I -McZLamne 156 0000 7 875 1330 N -Meaanme 28 29 5()() 9 750 11 330 N I -Meuanme 157 0000 9 750 1.330 N -Meu.anme 37 27 5()() ()()()() 11 330 N I -Meuamne 158 29 500 I 500 I 330 N -\1ezzanme JS ~5 5(X) () ()()() 11 330 \I I -Mcaamne 161 9 500 ()()()() I 330 N I -Mcu.anme 39 11 5(X) ()()()() 11 330 N I -Meuanme 171 0.000 4 500 I 330 N I -Meu.anmc -12 13 5<Kl ()()()() 11 330 N I -Mevanme 173 7.625 6000 I 330 N I -Meu.anme 43 :!3 575 13 5(Kl l I 3.30 'l I· \1caanme 184 I 375 0.000 I 330 \I I -Mevanme -16 21 6()(1 13 5()() 11 .330 N I -Meznnine 186 2750 0000 I 330 N I -Meuanme 51 9 750 11 625 I 330 N I -MeZLamne 187 6.563 6000 1.330 N I -Mc1Jan111e SJ R 125 13 5()(1 I 330 N I -Mcuanine 190 29 500 7 875 I 330 N I -Me1.1an111e ,.j 15 675 6000 I 330 \I I -Meaanine 191 -l I 25 OflOO 1330 N I -Mczzanme 57 17 650 6()()() I 330 N I -Meuamne 192 7 500 0 fl()() I 330 N I -Mca.anme 60 11 725 13 500 I 330 N I -Mcl.lanme 196 23.500 () 000 I 330 N I -Mcu.111111e 61 13 7()() 13 500 I 330 N I -Meua111ne 197 21 500 0000 I 330 N I -Me77.anme 6-l I 375 60()() I 330 N I -'\k t.Lamne 65 8 688 (,()(){) I 330 N I -Mcuamne 67 9 750 7 875 I 330 N I -Meuan111e 70 5 5()(1 -l 500 I 330 N I -Me77anine 71 5 5(XI 3 ()(}() I 330 \I I -Meuanme 73 15 5()() 0()()(1 I 330 \I I -Meuamne 76 6 500 13500 I 330 N -Mc7.Zanme 78 19 625 13 500 I 330 N -\.1c1Janme 79 ::!3 575 6()()() I 330 'l -\'1c7.7an111e 82 21 6()() 6 ()()() 11 330 1', -Mcaanme 85 17 650 13500 11 330 N -Mcnanme 88 9 750 9 750 11 330 N -Mcaaninc 91 I 625 13 500 11 330 N -Mc7.7anme -0 93 0000 11 625 11 330 \I -\-k aanme ., (0 96 00()(1 I 500 11 330 N -Mc1Jan111e (1) N 97 0()()(1 3.000 11 330 N -M cuaninc ls 103 19625 6000 \J a 11 330 -Mc1Jan111e ---1 106 15 675 13 5()() 11 330 ' -Me1Janme ~ " 0, (0 (1) N 01 ~ --.J ~ Criteria. Mass and Exposure Data ...,,._.,;! RAM Frame 17 02 ()(l 130 ~Bentley OataBas~ M~zzan1n~_3_1_~0~1 CRITERI.\: R1g1d l:nd Lones Member ForC<' Output P-Ddta Yes Ground I cwl Base Mesh Crneria Ignore Effects Al Face of Jonu Scak Factor I 00 Ma, Distance l3Cl\\Cen Nodes on Mesh l me (ti) 2 00 Merge Node Tolerance (111) 0 0100 Geomel" rolcrancc ( 111) 0 0050 \\'alls Out-ol~planc Suffncss Included 111 Anal~s1s Rmauonal Fl\1lles Released at Wall Founda11on Nodes Sign rnns1dered for D~ nmrnc Load Case Results R1g1d I 111~s lncluMd al Fl\cd Bca111-lo-Wall Locallons I 1gcmalue Anal\s1s F1gc11 Vectors (Subspace Iteration) DI.\PIIR.\G \I DAT.-\: Stor) Mc1.1an111e Diaph # I Diaph T) pe Scm1rig1d Disconnect Internal Nodes of Beams Yes Disconnect \lodes otns1de Slab Bounda" Yes Semirigid Diaphragm Parameter.: Use Slab [dgcs for L,terior Bounda" Calculate Diaphragm Mass Hard Node Densll\ Factor I 00 STORY \1.-\SS D.-\T.\: Includes Self \lass of: Bt·ams Columns (Ila If mass of columns abO\ e and belm1) Walls (llalfmass of\\alls ah<l\e and bclo") Slabs/Dec~ Calculated \'alues: Stor~ Mezzanine Stor) M~77311111C Diaph # Diaph # I \\ eight kips 27 67 \lass k-s2/rt 0 86 Combine None i\li\11 ft-k-s2 88 Xm ft 1-13-1 Distributed \lass \'alnes for Pseudo-Fle~ible Qr \kshed Diaphragms: Stor) Diaph # Total \\'eight Total i\lass kips k-s2/ft Mc1Lan1nc I 27 67 0.859 \'m ft 6.98 03/01/21 23:-B.53 EccX rt I -17 EccY ft 0 75 II Criteria. Mass and Exposure Data ---RAM Frame 17 02 00 130 ';,Bentley-DataBase· Mezzanine_3_1_2021 WIND EXPOSURE DATA: Calculated Values: Story Diaph # Mezzanine STORY GRA\'ITY LOADS DATA: Includes Weight of: Beams Columns Walls Slabs/Deck Live Load Reduction (Calculated) Reducible . 3 69 ¾ Storage 0.00 ¾ Roof 000¾ Calculated \'alucs: Story Diaph # Mezzanine I StO')' Diaph # Meu.anme I Min X 000 Dead kips 28 79 Roof kips 000 Building Extents (ft) ,\lax X :\lin Y i\la~ Y 29.50 -0.00 15 00 Xe Ye Lh•e ft ft kips 1-1.52 6.97 28.93 Xe Ye Combine ft ft 000 000 None Page 2/2 03/01 /21 23:-13.53 Expose Full Xe ft 9.82 Parnpet ft 000 Ye ft -135 Loads and Applied Forces RAM Structural System RAM Frame 17.02.01.23 ~!Bentley DataBase: Mezzanine_ 4_8_2021 LOAD CASE: EQ Seismic ASCE 7-16 Equi valent Lateral Force Importance Factor: 1.00 TL: 8.00 s Site Class D: Stiff Soil, Default Ss:l.081g Sl:0.391 g Fa: 1.200 Fv: 1.909 SDs: 0.865 g SDI: 0.498 g Risk Category: II Seismic Design Category: D Provisions for: Force Ground Level: Base 03/01 /21 23:47:51 Dir Eccent R Ta Equation Building Period-T X + And-2.5 Std,Ct=0.020,x=0. 75 Calculated y + And-2.5 Std,Ct=0.020.x=0. 75 Calculated Dir Ta Cu T T -used Cs Eq l 2.8-2 Cs -used X 0.124 1.400 0.538 0.173 0.346 0.346 Dir Ta Cu T T-used Cs Eql2.8-2 Cs -used y 0.124 1 .400 0.602 0.173 0.346 0.346 Exception 2 per Section 11.4.8 is applied for site class D with SI > 0.2 Total Bui lding Weight (kips) = 27.67 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716_X_ +E_F Level Diaph.# Mezzanine Ht ft 11 .33 Fx kips 9.57 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx kips Mezzanine 9.571 APPLIED STORY FORCES Type: EQ_ASCE71 6_X_ +E_F Level I It ft Mezzanine 11.33 9.57 Fx kips 9.57 9.57 Fy kips 0.00 0.00 Fy kips 0.00 Sum Fy kips 0.000 0.00 k 1.000 k 1.000 X ft 14.34 04/08/2021 y ft 7.73 Page 26 of 71 :·\·~ 'di.··.·~ •;j~ ,;;,,. Loads and Applied Forces . . RAMStruc1uralSystcrn RAM Fran1c 17.02.01 .23 ~iBentley DataBase: Mezzanine_ 4_8_2021 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716_X_-E_F Level Diaph.# Mezzanine llt ft 11.33 Fx kips 9.57 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx kips Mezzanine 9.571 9.57 APPLIED STORY FORCES Type: EQ_ASCE716_X_-E_F Level lit Fx Fy ft kips kips Mezzanine 11.33 9.57 0.00 9.57 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716 y +E I Level Diaph.# Ht Fx ft kips Men.an inc 11.33 0.00 Applied Loads for Pseudo-Flexible or Scmirigid Diaphragms: Story Diaph # Sum Fx kips Mezzanine 0.000 APPLIED STORY FORCES Type: J:Q ASCE716_Y_+F_F Level I It n Mcn:aninc 11.33 Fx kips 0.00 0. 00 I y kips 9.57 0.00 9.57 Fy kips 0.(JO Sum Fy kips 0.000 0.00 Fy kips 9.57 Sum Fy kips 9.57] 9.57 X n 14.34 X ti 15.82 Page 2/4 03/01/21 2J:47:51 y ti 6.23 y n 6.98 04/08/2021 Page 27 of 71 Loads and Applied Forces RAM Structur~I System RAM Frame 17.02.01.23 i;;;:i Bentley DataBase: Mezzanine 4 8 2021 APPLIED DIAPHRAGM FORCES Type: EQ_ASCL716_ Y _-E_F Level Diaph.# Mezzanine I It ft 11.33 Fx kips 0.00 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx kips Mezzanine (l.000 APPLIED STORY FORCES Type: EQ_ASCE716_Y_-E_F Level Ht tl Mezzanine 11.33 (J.00 rx kips 0.00 0.00 Fy kips 9.57 9.57 I·\ kips 9.57 Sum Fy kips 9.571 9.57 X ti 12.87 Page 3/4 03/01/21 23:47:51 y ti 6.98 04/08/2021 Page 28 of 71 '4'·0i,. ,§i Loads and Applied Forces ~ ,' . RAMS1ruc1uralSystem RAM fran1c 17.02.01.23 i;;;Jleenlley Data8ase: Mczzanine_4_8_2021 Page 4/4 03/01/21 23:47:51 LOAD MlJL TIPLIERS FOR ECCENTRIC LOADING ON SEMIRIGID DIAPHRAGM:SEISMIC AND RESPONSE SPECTRA LOAD CASES Story: Diaph. #: I Mezzanine Loading Direction +X -X +Y -Y Top Region 1.19 0.81 Bottom Region 0.83 1.17 Left Region 0.82 1.18 Right Region 1.20 0.80 04/08/2021 Page 29 of 71 Frame Reactions RJ\M rrame 17.02.00.130 AAMStructuralSystem DataBase: Mezzanine 3 1 2021 ,;;']1Bent1ey Building Code: me CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Y cs Ground Level: Base Mesh Criteria : Ignore E fleets At race of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh I .ine ( 11) : 2.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of~plane Stiffoess Included in Analysis. Rotational Fixities Released at Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included at Pixed Beam-to-Wall Locations Eigenvalue Analysis: Eigcn Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D DeadLoad RJ\MUSER Lp PosLiveLoad RAMlJSER El EQ EQ J\SCE716 X +E F ---- E2 EQ EQ_ J\SCE716 X -E F --- E3 EQ EQ_ASCE716_ y +E F -- E4 EQ EQ_ASCE716 y -E r Frame #I: Node LdC Rx Ry Rz Mxx kips kips kips kip-ft 11 D 0.00 (l.00 5.20 -0.00 Lp (l.00 0.00 6.85 -(l.00 El -1.52 -0.16 -0. 00 1.81 E2 -1.61 0.03 -0.00 -0.37 E3 0.19 -2.00 -0. 00 23.11 1:4 0.37 -2.37 -0. 00 27.40 Frame #2: Node LdC Rx Ry Rz Mxx kips kips kips kip-ft 12 D 0. 00 -0. 00 8.55 0.00 Lp 0.00 -0.00 8.81 0.00 El -1.55 -0.10 -0 ,()() 1.24 12 -1.56 (l.02 -0. 00 -0.25 1 ·, ~-' 0. 0 I -1.83 -0. ()() 21.59 1:4 0.03 -2.08 -0. 00 24.53 Frame #3: Node LdC Rx Ry Rz Mxx kips kips kips kip-ft 03/01/21 23:43:53 Myy Tzz kip-ft kip-ft 0.00 0.00 0.00 -0.00 -17.58 0.32 -18.63 -0.07 ') ')' ......... ) 0.83 4.29 1.60 Myy Tzz kip-ft kip-ft 0.00 -0.00 (l.00 -(l.00 -18.34 (U2 -18.42 -0.07 0.17 0.83 0.32 1.60 Mn Tzz kip-ft kip-ft Page 30 of 71 Frame Reactions RAM Frame 17.02.00.130 Page 2/2 RAMS1ruc1ura1Sy~tem DataBase: Mezzaninc_3_1_2021 03/01/21 23:43:53 ~'Bentley Building Code: IBC Node LdC Rx Ry Rz Mxx Myy Tzz 13 I) 0.00 -0.00 6.98 0.00 0.00 -0.00 Lp (J.00 -0.00 6.99 0.00 0.00 -0.00 El -1.66 -0.11 -0.00 1.24 -19.3 7 0.32 E2 -1.56 0. 02 -0.00 -0.25 -18.24 -0.07 E3 -0.21 -1.85 0.00 21.63 -2.41 0.83 E4 -0.40 -2.11 0.00 24.56 -4.63 1.60 Frame #4: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 14 D -0.00 -0.00 7 , , ..... _, ·' 0.00 -(J.00 0.00 Lp -0.00 -0.00 I. 71 0.00 -0.00 0.00 El -1.54 0.12 0.00 -1.40 -17.60 0.29 E2 -1.63 -0.03 0.00 0.29 -18.65 -0.05 E3 0.20 -1.30 -0.00 14.86 2.24 0.75 E4 0.38 -I.OJ -0.00 11.53 4.30 1.43 Frame #5: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 I) -0.00 -0.00 3.19 0.00 -0.00 0.00 Lp -0.00 -0.00 3.03 0.00 -0.00 0.00 El -1.60 0.12 0.00 -1.40 -18.40 0.3 I E2 -1.61 -0.02 0.00 0.29 -18.4 7 -0.06 EJ 0. 0 I -1.29 -0.()0 14.85 0.17 0.80 E4 0.03 -1.00 -0.00 11.52 0.32 1.52 Frame #6: Node LdC Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 16 I) -0.00 -0.00 2.55 (l.00 -0.00 0.00 Lp -(l.00 -0.00 2.35 0.00 -(l.00 0.00 El -1.70 0.12 0.00 -1.40 -19.41 0.30 L2 -1.60 -O.m (l.00 0.29 -18.28 -().()6 F3 -0.21 -1.30 0.00 14.86 -2.42 0.78 E4 -0.41 -1.01 0 .00 11.53 -4.65 1.49 Page 31 of 71 Building Story Shears RAM S1ructoral System RAM Frame 17.02.00.130 i;iJ Bentley DataBase: Mezzanine 3 1 2021 CRITERIA: Rigid End Zones: Member rorce Output: P-Delta: Y cs Ground Level: Base Mesh Criteria : Ignore Effects J\t Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft) : 2.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of~plane Stitfoess Included in Analysis. Rotational Fixities Released at Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) Load Case: D DeadLoad RAMUSER Level Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shcar-X kips Mezzanine 0.00 Load Case: Lp PosLivcLoad RAMUSER Level Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shcar-X kips Mezzanine (J.00 Load Case: El EQ EQ ASCE716 X +E F -- Level Diaph. # Shcar-X kips Mezzanine 9.57 Summary -Total Story· Shears Level Shcar-X kips Mezzanine 9.57 Shear-Y kips 0.00 Change-X kips 0.00 Shcar-Y kips 0.00 Change-X kips 0.00 Shcar-Y kips (J.00 Change-X kips 9.57 03/01/21 23:43:53 Shear-Y Changc-Y kips kips 0.00 0.00 Shear-Y Change-Y kips kips 0.00 0.00 Shcar-Y Changc-Y kips kips 0.00 0.00 Page 32 of 71 •· .. ·-~ &1.'":: Building Story Shears '•S: , . . IIAMStructuralSystem RAM fratne 17.02.00.130 i:;JIBentley DataBase: Mezzaninc_3_1_2021 Load Case: E2 Level Mezzanine EQ EQ_ASCE716_X_-E_F Diaph. # Shcar-X kips 9.57 Summary -Total Story Shears Level Shear-X kips Mezzanine 9.57 Load Case: E3 EQ EQ ASCE716 Y +E F ---- Level Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shcar-X kips Mezzanine 0.00 Load Case: E4 EQ EQ ASCE716 Y -E F ---- Level Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shcar-X kips Mezzanine (l.00 Shear-Y kips ().()0 Change-X kips 9.57 Shear-Y kips 9.57 Change-X kips 0.00 Shcar-Y kips 9.57 Change-X kips 0.00 Shear-Y kips 0.00 Shear-Y kips 9.57 Shear-Y kips 9.57 Page 2/2 03/01/21 23:43:53 Change-Y kips 0.00 Change-Y kips 9.57 Changc-Y kips 9.57 Page 33 of 71 Building Story Shears RAM Structural System RAM Frame 17.02.00.130 i;;J Bentley DataHasc: Mezzanine 3 I 2021 CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face or Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (Ii): 2.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-ol~planc Stiffoess Included in Analysis. Rotational Fixities Released al Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included al Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) Load Case: D DeadLoad RAMlJSER Level Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shear-X kips Mezzanine 0.00 Load Case: Lp PosLiveLoad RAMllSER Level Diaph.# Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shear-X kips Mc✓,zanine ().()() Load Case: El EQ EQ_ASCE716_X_ +E_F Level Diaph. # Shear-X kips Mcn.aninc 9.57 Summary -Total Story Shears Level Shear-X kips Meuaninc 9.57 Shear-Y kips 0.00 Change-X kips 0.00 Shear-Y kips 0.00 Changc-X kips 0.00 Shear-Y kips 0.00 Changc-X kips 9.57 03/01/21 23:43:53 Shear-Y Change-Y kips kips 0.00 0.00 Shear-Y Change-Y kips kips 0.00 0.00 Shear-Y Change-Y kips kips ().()() ().()() Page 34 of 71 Building Story Shears RAM Structural System RAM Frame 17.02.00.130 ~ Bentley DataBase: Mezzanine 3 I 2021 Load Case: E2 Level EQ EQ_ASCE716_X_-E_F Mezzanine Summary -Total Story Shears Level Mca.anine Diaph.# Shear-X kips 9.57 Shear-X kips 9.57 Load Case: E3 EQ EQ_ ASCE716 Y +E F - Lcnl Diaph. # Shear-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shear-X kips Mezzanine 0.00 Load Case: F:4 EQ EQ_ASCE716_ Y _-E_F Level Diaph. # Shcar-X kips Mezzanine 0.00 Summary -Total Story Shears Level Shear-X kips Mezzanine 0.00 Shear-Y kips 0.00 Changc-X kips 9.57 Shear-Y kips 9.57 Change-X kips 0.00 Shear-Y kips 9.57 Change-X kips 0.00 Shcar-Y kips 0.00 Shcar-Y kips 9.57 Shear-Y kips 9.57 Page 2/2 03/01/21 23:43:53 Changc-Y kips 0.00 Changc-Y kips 9.57 Change-Y kips 9.57 Page 35 of 71 = = II Member Code Check , RAM Frame 17.02,01.23 RAMStructoralSystem DataBasc: Mezzanine 4 8 2021 ~ Benney Building Code: IBC COLUMN INFORMATION: Story Level Fy (ksi) Column Size Mezzanine = 46,00 Frame Number = IISS6X6X I /2 INPUT DESIGN PARAMETERS: Lu for Axial (ti) Lu for Bending (ti) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) Vuy (kip) Shear Bot. Yux (kip) Yuy (kip) SHEAR CHECK: Yux (kip) = -0.48 0,90Vnx (kip) Yuy (kip) = 3.08 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 D + 1.600 Lp AXIAL CHECK: 106.38 106.38 Pu (kip) 17.20 0.90Pnx (kip) 313.80 0.90Pny (kip) 313.80 0.90Pn (kip) 313.80 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Axial Load (kip) Moment Top Mux (kip-ti) Muy (kip-ft) Moment Bot. Mux (kip-fl) Muy (kip-ti) CALCULATED PARAMETERS: Pu (kip) 10.47 0.901'11 (kip) Mux (kip-ft) -5.58 0.90Mnx (kip-Ji) Muy(kip-li) 35.62 0.90Mny (kip-ti) KL/Rx 61.05 KI./Ry Cbx 1.67 INTERACTION EQUATION: Pu/0. 90* Pn=0.033 1-q 111-1 b: 0.017 + 0.082 + 0.521 ~ 0.620 04/08/21 23:38:12 Steel Code: J\ISC360-I 6 LRFD Column Number = 19 X-Axis Y-Axis 11.33 11.33 11.33 11.33 1.00 1.00 -0.48 3.08 -0.48 3.08 Vux/0.90Vnx Vuy/0.90Vny Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn 10.47 0.00 0.00 -5.58 35.62 313.80 68.31 68.31 61.05 0.005 0.029 (l.055 0.055 0.055 04/08/2021 Page 36 of 71 Member Code Check RAM Frame 17.02.01.23 RAMStrutluralSystem DataI3ase: Mezzanine 4 8 2021 ~ Bentley Building Code: me COLUMN INFORMATION: Story Level fy (ksi) Column Size Mezzanine Frame Number = 46.00 = HSS6X6X I /2 INPUT DESIGN PARAMETERS: Lu for Axial (ft) Lu for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: 2 X-Axis 11.33 11.33 1.00 -0.04 2.70 -0.04 2.70 Page 2/6 04/08/21 23:38:12 Steel Code: AISC360-I 6 LRFD Column Number = 20 Y-Axis 11.33 11.33 1.00 Vux (kip) = -0.04 0.90Vnx (kip) I 06.38 Vux/0.90Vnx 0.000 Vuy (kip) = 2.70 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 D + 1.600 Lp AXIAL CHECK: 106.38 Pu (kip) 24.35 0.90Pnx (kip) 313.80 0.90Pny (kip) 313.80 0.90Pn (kip) 313.80 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Vuy/0.90Vny Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn Axial Load (kip) 15.98 Moment Top Mux (kip-It) 0.00 Muy (kip-Ii) 0.00 Moment !lot. Mux (kip-It) -0.42 Muy (kip-It) 31.89 CALCl!LATED PARAMETERS: Pu(kip) 15.98 0.901'11 (kip J Mux (kip-It) -0.42 0.90Mnx (kip-Ii) Muy(kip-li) 31.89 0.90Mny (kip-It) KI./Rx 61.05 KL/Ry Cbx 1.6 7 INTERACTION EQUATION: 313.80 68.31 68.31 61.05 0.025 0.078 0.078 0.078 Pu/0.90*Pn=0.051 04/08/2021 Eq 111-1 b: 0.025 t 0.006 + 0.467 = 0.498 Page 37 of 71 Ji~I Member Code Check ~ RAM Frame 17.02.01.23 RAMSlructuralSystem DataBase: Mezzanine 4 8 2021 ~'Bentley Building Code: IBC COLUMN INFORMATION: Mezzanine = 46.00 Frame Number Story Level l'y (ksi) Column Size = IISS6X6Xl/2 INPUT DESIGN PARAMETERS: l.u for Axial (ti) 1.u fr,r Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: 3 X-Axis 11.33 11.33 1.00 0.52 2.74 0.52 2.74 Page 3/6 04/08/21 23:38: 12 Steel Code: AISC360-l 6 LRFD Column Number = 21 Y-Axis 11.33 11.33 1.00 Vux (kip) = 0.52 0.90Vnx (kip) Vuy (kip) = 2.74 0.90Vny (kip) I 06.38 I 06.38 Vux/0.90Vnx Vuy/0.90Vny 0.005 0.026 CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 D + 1.600 Lp AXIAL CHECK: Pu (kip) I 9.55 0.90Pnx (kip) 313.80 0.90Pny (kip) 313.80 0.90Pn (kip) 313.80 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn Axial Load (kip) 12.94 Moment Top Mux (kip-Ii) 0.00 Muy (kip-Ii) 0.00 Moment Bot. Mux (kip-ti) 6.02 Muy (kip-Ii) 31.93 CALCULATED PARAMETERS: Pu (kip) 12.94 0.90Pn (kip) Mux (kip-Ii) 6.02 0.90Mnx (kip-ti) Muy(kip-li) 3 1.93 0.90Mn:, (kip-Ii) Kl./Rx 61.05 KUR, Cbx 1.67 INTERACTION EQUATION: 313.80 68.3 I 68.31 61.05 0.062 0.062 0.062 Pu/0. 90* l'n=0.041 Fy 111-1 b: 0.021 + 0.088 I 0.46 7 = 0.576 04/08/2021 Page 38 of 71 ' j;~'I Member Code Check ~ RAM l'rame 17.02.01.23 I\AMStruc1uralSystem Data Base: Mezzanine -4_ 8 _ 2021 '-!J!Bentley Building Code: !BC COLUMN INFORMATION: Story Level l'y (ksi) Column Size Mezzanine = 46.00 Frame Number = 4 = l !SS6X6X I /2 INPllT DESIGN PARAMETERS: Lu for Axial (ft) Lu for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 I) + 0.500 Lp + 1.300 E2 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: X-Axis 11.33 11.33 1.00 2.12 0.03 2.12 0.03 Page 4/6 04/08/21 23:38: 12 Steel Code: A!SC360-l 6 LRFD Column Number = 18 Y-Axis 11.33 11.33 1.00 Vux (kip) = 2.12 0.90Vnx (kip) Vuy (kip) = 0.03 0.90Vny (kip) 106.38 106.38 Vux/0.90Vnx Vuy/0.90Vny 0.020 0.000 CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 I}+ 1.600 Lp AXIAL CHECK: Pu (kip) 5.54 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 El 313.80 313.80 313.80 Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn Axial Load (kip) 4.02 Moment Top Mux (kip-ti} 0.00 Muy (kip-Ii) 0.00 Moment Bot. Mux (kip-ft) 22.89 Muy (kip-Ii) -1.83 CALCULATED PARAMF:TERS: Pu(kip) Mux (kip-Ii) Muy(kip-ti) Kl./Rx Cbx 4.02 22.89 -1.83 61.05 1.67 INTERACTION EQUATION: 0.90Pn (kip) 0.90Mnx (kip-ti) 0.90Mny (kip-Ii) KL/Ry 313.80 68.31 68.31 61.05 0.018 0.018 0.0 I 8 Pu/0. 90* Pn~O.O 13 04/08/2021 I q H 1-1 b: 0.006 + 0.335 t 0.027 = 0.368 Page 39 of 71 Member Code Check RAM Frame 17.02.01.23 RAMStruclUralSystem DataBase: Mezzanine 4 8 2021 ~ Bentley Building Code: lBC COLUMN INFORMATION: Story Level Fy (ksiJ Column Size Mezzanine Frame Numher 5 ~ 46.00 = HSS6X6X 1/2 INPUT DESIGN PARAMETERS: 1.u for Axial (ft) I.u for Bending (It) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E2 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) = 2.09 0.90Vnx (kip) Vuy (kip) = 0.03 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 D + 1.600 Lp AXIAL CHECK: 106.38 106.38 Pu (kip) 8.68 0.90Pnx (kip) 313.80 0.90Pny (kip) 313.80 0.90Pn (kip) 313.80 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 Et Axial Load (kip) Moment Top Mux (kip-Ji) Muy (kip-Ji) Moment Hot. Mux (kip-11) Muy (kip-It) CALCULATED PARAMETERS: Pu (kip) 5.84 0.90Pn (kip) Mux (kip-It) 2J.91 0.90Mnx (kip-It) Muy(kip-ti) -1.82 0.90Mn1 (kip-Ii) KL/Rx 61.05 KL/Ry Cbx 1.67 INTERACTION EQllATION: Pu/O.'JO*Pn=0.019 Lq 111-1 b: 0.009 + (J.350 + 0.027 = tU86 X-Axis 11.33 11.33 1.00 2.09 0.03 2.09 0.03 Page 5/6 04/08/21 23:38:12 Steel Code: AISC360-I 6 I.RFD Column Numher = 17 Y-Axis 11.33 11.33 1.00 Vux/0.90Vnx Vuy/0.90Vny 0.020 0.000 Pu/0.90Pnx Pu/0.901'ny Pu/0.90Pn 5.84 0.00 0.00 23.91 -1.82 313.80 68.31 68.31 61.05 0.028 0.028 0.028 04/08/2021 Page 40 of 71 Member Code Check . RAM Frame 17.0:2.Cll .23 ~~MStruc!uralSy:em DataBasc: Mezzanine_ 4_8_2021 i;,1,Bentley Building Code: IBC COLUMN INFORMATION: Story Level Fy (ksi) Column Size Mezzanine = 46.00 Frame Number 6 = HSS6X6X I /2 INPUT DESIGN PARAMETERS: Lu for Axial (ft) Lu for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 EI Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) = 2.21 0.90Vnx (kip) Vuy (kip) = -0.16 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.200 D + 1.600 Lp AXIAL CHECK: Pu (kip) 6.83 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXlJRE Load Combination: 1.354 D + 0.500 Lp + 1.300 El Axial Load (kip) Moment Top Mux (kip-fl) Muy (kip-ft) Moment 1301. Mux (kip-Ii) Muy (kip-Ii) CALCULATED PARAMETERS: l'u(kipl Mux (kip-Ii) Muy(kip-ti) Kl ./Rx Chx 4.63 25.24 -1.82 61.05 1.67 Il'iTERACTION EQUATION: l'u/0.90*1'n=0.0I 5 0.90Pn (kip) 0.90Mnx (kip-Ii) 0.90Mny (kip-Ii) KL/Ry Lq 111-1 h: 0.007 + (U69 + o.o:n = 0.403 I 06.38 I 06.38 313.80 313.80 313.80 X-Axis 11.33 1 1.33 1.00 2.21 -0.16 2.21 -0.16 Page 6/6 04/08/21 23 :38: 12 Steel Code: AISC360-l 6 LRFD Column Number = 16 Y-Axis 11 .33 11.33 1.00 Vux/0.90Vnx Vuy/0.90Vny 0.021 0.001 Pu/0.901'nx Pu/0.90Pny Pu/0.90Pn 4.63 0.00 (J.00 25.24 -1.82 313.80 68.31 68.31 61.05 0.022 0.022 0.022 04/08/2021 Page41 of71 Seismic Provisions Member Code Check RAM Structural System i;,lJ Bentley RJ\M Structural System 17.02.01.23 DataBase: Mezzanine 4 8 2021 Building Code: me 041os121 n :41 :22 Steel Code: AISC341-16 -LRFD Column Parameters Story: Mezzanine Fy (ksi): 46.00 Frame No: I Member No: 19 Size: I JSS6X6X I /2 Frame Type: Special Cantilever Column Systems 01.4a Required Strength ---OK ( 'ompression: Max Pu (kip)= I 0.47 ---Combination: 1.354]) + 0.500 Lp -1.300 E4 Max l'u/¢Pn = 0.03 1 ti-. Tl!nsi<Jn: No tension on column 02.5b Column Splices -Required Strength Dnign strength of'column .1plices must meet or exceed thefi!llmringfi,rces: Required tension and compression strengthfi-0111 DI.-lu. Shear in major axis (kip) 2.09 ---( 'omhination.· 1.35-1 D + IJ.500 Lp , 1.300 E2 Shear in minor axis (kip)-3.08 ---Comhination: 1.35-1 D t 0.500 Lp -1.300 E-1 Moment in major axis (kip:fiJ= 2-1.22 ---( 'omhination: 1.35-1 D ~ 11.500 Lp + I.JO// £2 Momeni in minor axis (kip:fiJ= 35.62 ---C 'omhination: 1.35-1 D + 0.500 Lp , I.JOO E-1 Requiredshearfi,r column splice is max resultji'om D2.5h and D2.5c Refer to A/SC 3-11 section D2.5hfiir additional detailing requirements. D2.5c Required Shear Strength Major Mpc (kip-ft) 75.90 Column Splice Shear I'orcc Required Mpc / H Minor 75.90 Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength E6.4a System Requirements ---OK Required Strength: Pre (kip)= 10.47 l'rc/l'c = 0.03 <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial (Ii) Lu for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vu, (kip) SHEAR CHECK: Vux (kip) --0.48 Vuy (kip) 3.08 0.90Vnx (kip) 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.354 D + 0.500 Lp + 1.300 El I 06.38 106.38 X-Axis 11.33 11.33 1.00 -0.48 3.08 -0.48 3.08 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vny 0.005 0.029 Page 42 of 71 Seismic Provisions Member Code Check RAM Stru,tural Sy~tem RAM Structural System 17.02.01.23 DataBase: Mezzanine 4 8 2021 ~ Bentley Building Code: IBC AXIAL CHECK: Pu (kip) 10.47 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Axial Load (kip) Moment Top Mux (kip-ft) Muy (kip-it) Moment Bot. Mux (kip-ft) Muy (kip-ii) CALCULATED PARAMETERS: Pu (kip) 10.47 0.90Pn (kip) Mux (kip-It) -5.58 0.90Mnx (kip-Ii) Muy(kip-ft) 35.62 0.90Mny (kip-fl) KL/Rx 61.05 KI./Ry Cbx 1.67 INTERACTION EQUATION: Pu/0.90*Pn=0.033 Eq H 1-1 b: 0.017 + 0.082 + 0.521 = 0.620 313.80 313.80 313.80 Page 2/12 04/08/21 23 :41 :22 Steel Code: AISC34 I-I 6 -LRFD Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn 0.033 0.033 0.033 I 0.47 0.00 0.00 -5.58 35.62 313.80 68.31 68.31 61.05 E6.4b Stability Bracing of Columns (Dl.2a Moderately Ductile) ---Oh:. Max Lu (in)= 135.96 Lu Limit= 190.53 ( ll( Required flexural strength of column= 106.26 kip-ft Lateral Bracing Requirements along Column Required strength of lateral brace along column = 4.61 kip Required stiffness of bracing (A-6-8) = 3071.65 kip/ Lb Cd~ 1.0 a.1s11111edfor eqns (A-6-., 8) U, distance he/11'/'en hroce.1 (in) E6.5a Basic Requirements (DI. I Highly Ductile) ---Oh:. Flangcb/tf= 9.90 Limit= 13.79 1•1' Webh/tw~ 9.90 Limit~ 13.79 Ilk 04/08/2021 Page 43 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01.23 RAMStru~turalSystem Datal3ase: Mezzanine 4 8 202 I ~ Bentley Building Code: IBC Page 3/12 04/08/21 23 :41 :22 Steel Code: AISC34l-l6 -LR.FD Column Parameters Story: Mezzanine Fy (ksi ): 46.00 Frame No: 2 Member No: 20 Size: HSS6X6Xl/2 frame Type: Special Cantilever Column Systems D1.4a Required Strength ---Oh. ( 'omJJression: Max Pu (kip)~ 15.98 ---Combination: 1.354 I)+ 0.500 Lp -1.300 E4 Max Pu/<j)Pn = 0.05 < )J,. Tension: No tension on column D2.5h Column Splices -Required Strength Desi1sn stren1sth of"co/umn splices must meet or exceed thefi1/l01ringfi1rces: Required tension and compression stren1sthfi-om Dl . ./a. Shear in major axis (kip) 2.03 ---Comhination. 1.35./ D + 0.500 Ip -1.300 F2 Shear in minor axis (kip) 2. 70---Comhination: 1.35./ D -0.500 Ip i-1.300 E./ Momeni in major axis (kip:fi)--23. 9./ ---Comhination: 1.35./ /) + 0.500 Ip t 1.300 E2 Moment in minor axis (kip:fi! 3/.1-i'J---Comhination. 1.35./ /) + 0.500 laJJ t I.JOO F./ Required shearfiJr column splice is max resultji-om D2.5h and D2.5c Refer to A/SC 3./ I section D2.5hfiir additional detailin1s requirements. D2.5c Required Shear Strength Major Mpc (kip-ft) 75.90 Column Splice Shear Force Required Mpc / H Minor 75. 90 Where Mpc is the lesser nominal plastic llcxural strength of the column sections. See code for more information on the Required Shear Strength E6.4a System Requirements ---Oh. Required Strength: Pre (kip)= 15.98 Pre/Pc= 0.05 <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial (it) l.u for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) --0.04 Vu) (kip) -2.70 0.90Vnx (kip) 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.354 D + 0.500 Lp + 1.300 EI 106.38 106.38 X-Axis 11.33 11.33 1.00 -0.04 2.70 -0.04 2.70 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vny 0.000 0. 02 5 Page 44 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01.23 RAMS1ructur~ISystem DataBase: Mezzanine 4 8 2021 ~!Bentley Building Code: lBC AXIAL CHECK: l'u (kip) 15.98 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Axial Load (kip) Moment Top Mux (kip-ft) Muy (kip-ti) Momeni Bot. Mux (kip-1i) Muy (kip-ft) CALCULATED PARAMETERS: Pu (kip) Mux (kip-ft) Muy(kip-ft) KL/Rx Cbx 15.98 -0.42 31.89 61.05 1.67 INTERACTION EQUATION: Pu/0.90*Pn=0.051 0.90Pn (kip) 0.90Mnx (kip-ft) 0.90Mny (kip-ft) KL/Ry Eq Hl-lb: 0.025 +0.006+0.467=0.498 313.80 313.80 313.80 Page 4/12 04/08/21 23:41:22 Steel Code: AISC34 I-I 6 -LRFD Pu/0.90Pnx Pu/0.90l'ny Pu/0.90Pn 0.051 0.051 0.051 15.98 (l.00 0.00 -0.42 31.89 313.80 68.31 68.31 61.05 E6.4b Stability Bracing of Columns (Dl.2a Moderately Ductile) ---I )h. Max Lu (in)= 135.96 Lu Limit= 190.53 ( lk Required flexural strength or column= 106.26 kip-ti Lateral Bracing Requirements along Column Required strength of lateral brace along column= 4.61 kip Required slilfoess of bracing (A-6-8) = 3071.65 kip/ I.b C 'cl 1.0 a.1.111medfiir e,1n.1 (A-6-7 8) U, dislcmce he/ween hroces (ini E6.5a Basic Requirements (DI. I Highly Ductile) ---Oh. Flangcb/11'= 9.90 Limit= 13.79 '''· Web h/t\\' = 9.90 Lin1it = 13.79 t f1', 04/08/2021 Page 45 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01 .23 RAMStructur~ISystem DataI3asc: Mezzanine 4 8 2021 ~Bentley Building Code: IBC Page 5/12 04/08/21 23:41 :22 Steel Code: A!SC34 l-l 6 -I.RFD Column Parameters Story: Mezzanine Frame No: 3 Member No: 21 l'y (ksi): 46.00 Size: HSS6X6Xl/2 Frame Type: Special Cantilever Column Systems D1.4a Required Strength ---Oh: ( 'ompression: Max Pu (kip)= 12.94 ---Combination: 1.354 D f 0.500 Lp -1.300 E4 Max Pu/(j)Pn = 0.04 1 if.: Tension: No tension on column D2.5b Column Splices -Required Strength Design strength of'co/1111111 .1plices 11111st meet or exceed thefo//owingforc<!s: Required tension llnd compression slrengthfi-0111 D !.-Ill. Shearinmajorllxis(kip)--2./6---('omhinalion.· l.35-I/J I 0.5/JOLp t /.30/JE/ Shear in minor axis (kip)-2. 7-1---( 'omhination.· 1.35-1 [) 1 0.5/J/J Lp I I.JOO E-1 Moment in major axis (kip~fi)~ 25.18 ---( 'omhination.· 1.35-1 D f 0.500 Lp ~ I.JOO El Afomenl in minor axis (kip~fi)~ 3/.93---Comhination.· 1.35-1 D 1 0.500 Lp + 1.300 E-1 Required shear.for column .1plice is max result.frnm D2.5h and D2.5c Refer lo A/SC 3-11 section D2.5hfi>r additional detailing requirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ti) 75.90 75.90 Column Splice Shear Force Required Mpc / H Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code for more information on the Required Shear Strength E6.4a System Requirements ---Oh: Required Strength: Pre (kip)= 12.94 Pre/Pc= 0.04 <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial (ti) Lu for Bending (fl) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 0 + 0.500 Lp + 1.300 E4 Shcar Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) Vuy (kip) 0.52 2.74 0.90Vnx (kip) 0.90Vny (kip) CONTROLLING COL ti MN FORCES -AXIAL Load Combination: 1.354 D + 0.500 Lp + 1.300 El 106.38 106.38 X-Axis 11.33 11.33 1.00 0.52 2.74 0.52 2.74 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vny (J.005 0.026 Page 46 of 71 Seismic Provisions Member Code Check RAM Structural System RAM Structural Systc111 17.02.01.:23 DataBasc: Mezzanine 4 8 2021 i:;J1Bentley Building Code: IBC AXIAL CHECK: Pu (kip) 12.94 0.90Pnx (kip) 313.80 0.90Pny (kip) 313.80 0.90Pn (kip) 313.80 CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 E4 Axial Load (kip) Mo111cnt Top Mux (kip-ft) Muy (kip-ti) Mo111cnt Bot. Mux (kip-Ii) Muy (kip-Ii) CALCULATED PARAMETERS: Pu (kip) Mux (kip-Ii) Muy(kip-ft) KL/Rx Cbx 12.94 6.02 31.93 61.05 1.67 INTERACTION EQUATION: Pu/0.90*Pn=0.04 I 0.90Pn (kip) 0.90Mnx (kip-ft) 0.90Mny (kip-Ii) KL/Ry Eq Hl-lh: 0.021 + 0.088 + 0.467 = 0.576 Page 6/12 04/08/21 23 :41 :22 Steel Code: /\ISC341-16 -I.RFD Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn 0.041 0.041 0.041 12.94 0.00 0.00 6.02 31.93 313.80 68.31 68.31 61.05 E6.4h Stability Bracing of Columns (D1.2a Moderately Ductile) ---Oh: Max l.u (in)= 135.96 Lu Limit= 190.53 ( lK Required llexural strength of colu111n = 106.26 kip-fi Lateral Bracing Require111ents along Colu111n Required strength of lateral brace along colu11111 = 4.61 kip Required stifli1ess of bracing (/\-6-8) = 3071.65 kip/ 1.h CJ 1.0 a.1.111meJjor c11ns (A-6-7.8) U, dis/once hel1reen hraces /in) E6.5a Basic Requirements (Dl.1 Highly Ductile) ---( II~ rlangeh/tf= 9.90 Limit= 13.79 1,i Wehh/tw~ 9.90 Limit= 13.79 ,,i._ 04/08/2021 Page 47 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01 .23 RAMS1ructur~ISystem DataBasc: Mez1:anine 4 8 2021 i;;,'J Bentley Building Code: !BC Page 7/12 04/08/21 23:41 :22 Steel Code: AISC34 I-I 6 -LRFD Column Parameters Story: Mezzanine Fy (ksi): 46.00 frame No: 4 Member No: 18 Size: IISS6X6X I /2 Frame Type: Special Cantilever Column Systems D1.4a Required Strength ---Oh. ( 'ompression · Max Pu (kip)= 4.02 ---Combination: 1.354 [) + 0.500 I .p -1.300 E4 Max Pu/qiPn = 0.01 I iK frnsion: No tension on column D2.5b Column Splices -Required Strength Desi1;11 stren1;1h of column .,p/ices must meet or exceed thefi,1/owingfiirces: Required lension und compression strengthfi-0111 /)/ . ./a. Shear in major axis (kip)= 2.12 ---( 'omhinalion: 1.35./ l) I 0.500 J_,, ' 1.300 £2 Shear in minor axis (kip)= 1.69 ---Comhination: 1.35./ l) + 0.5001_,, + 1.300 £3 Moment in major axis (kip~fi)= 2./.25 ---Combination: 1.35./ D + 0.500 Lp + 1.300 £2 Moment in minor axis (kip~fi)= 19.32 ---Combination.· 1.35./ D t 0.500 Ip+ 1.300 £3 Requiredshearfiir column .1plice is max result.fiom D2.5b and D2.5c Refer lo A!SC 3./l section D2.5bfor additional detailing n'lfllirements. D2.5c Required Shear Strength Major Minor Mpc (kip-ti) 75.90 75.90 Column Splice Shear Force Required Mpc / H Where Mpc is the lesser nominal plastic flexural strength ol"the column sections. See code for more information on the Required Shear Strength E6.4a System Requirements ---0 h. Required Strength: Pre (kip)= 4.02 Pre/Pc= 0.0 I <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial ( It) l.u fi:)1" Bending (Ii) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E2 Shear Top Vux (kip) Vuy (kip) Shear llot. Vux (kip) Vuy (kip) SHEAR CIIECK: Vux (kip) - VU) (kip) - 2.12 0.03 0.90Vnx (kip) 0.90Vny (kip) CONTROLLING COLUMN FORCES -AXIAL Load Combination: 1.354 D + 0.500 Lp + 1.300 El 106.38 I OCJ.38 X-Axis 11.33 l 1.33 1.00 2.12 O.OJ 2.12 0.03 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vny 0.020 0.000 Page 48 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01.23 RAMStructuralSystem DataBasc: Mezzanine 4 8 2021 ~:sentley Building Code: IBC AXIAL CHECK: Pu (kip) 4.02 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -F'LEXllRE Load Combination: 1.354 D + 0.500 Lp + 1.300 El Axial Load (kip) Moment Top Mux (kip-It) Muy (kip-It) Moment Bot. Mux (kip-ft) Muy (kip-ft) CALCULATED PARAMETERS: Pu (kip) Mux (kip-ti) Muy(kip-ft) KL/Rx Cbx 4.02 22.89 -1.83 61 .05 1.67 INTERACTION EQUATION: Pu/0.90*Pn=O.Ol 3 0.90Pn (kip) 0.90Mnx (kip-ft) 0.90Mny (kip-ft) KL/Ry Eq 111-1 b: 0.006 + 0.335 + 0.027 = 0.368 313.80 313.80 313.80 Page 8/12 04/08/21 23 :41 :22 Steel Code: AISC341-16 -LRFD Pu/0.90Pnx Pu/0.90l'n) Pu/0.90Pn 0.013 0.013 0.013 4.02 0.00 0.00 22.89 -1.83 313.80 68.31 68.3 I 61.05 E6.4b Stability Bracing of Columns (Dl.2a Moderately Ductile) ---OK Max Lu (in)~ 135.96 Lu Limit= 190.53 ( >k. Required flexural strength of column= 106.26 kip-It Lateral Bracing Requirements along Column Required strength of lateral brace along column = 4.61 kip Required stiffoess of bracing (A-6-8) = 3071.65 kip/ l.b Cd -1.0 as.111medfi,r eqns IA-Ii-~."8j U, • distanff hel\1'<!<!11 hraces (in) E6.5a Basic Requirements (DI. I Highly Ductile) ---Ok. Flange b/tl'= 9.90 Limit= 13.79 1 >I, Web h/tv. ~ 9.90 Limit= 13.79 '11--. 04/08/2021 Page 49 of 71 Seismic Provisions Member Code Check ,;1~11_ liiili1 RAM Structural System 17.02.01.23 RAMStruc1uralSystem DataBase: Mez1:aninc 4 8 2021 ~ Bentley Building Code: !BC Page 9/12 04/08/21 23 :41 :22 Steel Code: AISC341-l 6 -LRl'D Column Parameters Story: Mezzanine l'ramc No: 5 Memher No: 17 Fy (ksi): 46.00 Size: HSS6X6Xl/2 l'rame Type: Special Cantilever Column Systems Dl.4a Required Strength ---OK ( ·omprnsion: Max Pu (kip)= 5.84 ---Comhination: 1.354 D + 0.500 Lp -1.300 E4 Max Pu/¢Pn = 0.02 < Jk Tension: No tension on column D2.5b Column Splices -Required Strength Design slrength ofco/1111111 splices 11111st meet or exceed the.fi1/lowingfi1rces: Re,1uired len.1io11 and compression .1/renglhfi-0111 /Jl.-la. Shear in ma/or axis (kip)~ 2. /)I) ---( 'omhinalion: I. 35-1 D , 0. 5011 Lp t /. 300 £2 Shear in minor axis (kip}-1.68 ---Comhinafion: 1.35-1 D + 0.500 Lp f 1.300 £3 .Moment in major axis (kip:fi)= 2-1.02 ---( 'omhination: 1.35./ IJ t 0.500 Lp + 1.300 E2 ivfoment in minor axis (kip:/!)~ 19.30---Comhination: 1.35./ D I 0.500 Lp, 1.300 £3 Required shear/hr column splice is max res11l!fi-om D2.5h and D2.5c Refer lo A/SC 3./1 sec/ion D2.5hfhr additional detailing requirements. D2.Sc Required Shear Strength Mpc (kip-ti) Major 75.90 Column Splice Shear Force Required Mpc / 11 Minor 75.90 Where Mpc is the lesser nominal plastic flexural strength of the column sections. Sec code for more information on the Required Shear Strength E6.4a System Requirements ---Oh. Required Strength: Pre (kip)= 5.84 Pre/Pc = 0.02 <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial (ft) Lu J'or Bending (Ii) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 E2 Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) Vuy (kip) - 2.09 0.03 0.'!0Vnx (kip) 0.'!0Vny (kip) CONTROLLING COLl!MN FORCES -AXIAL Load Combination: 1.35-1 D + 0.500 Lp + 1.300 EI 106.38 106.38 X-Axis 11 .33 11.33 1.00 2.09 0.03 2.09 ().()3 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vn) 0.020 0.000 Page 50 of 71 Iii"',~,, :, §::: Seismic Provisions Member Code Check ,·S:::l •' • RAM Structural System 17.02.01.23 Page I 0/12 04/08/21 23 :41 :22 RAMS1ructorn1System DataBase: Mezzanine_ 4_8_2021 ~iaenttey Building Code: IBC Steel Code: AISC34 I-I 6 -I.RFD AXIAL CHECK: Pu (kip) 5.84 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 EI Axial Load (kip) Moment Top Mux (kip-ft) Muy (kip-ft) Moment Bot. Mux (kip-ft) Muy (kip-ft) CALClJLATED PARAMETERS: Pu (kip) 5.84 0.90Pn (kip) Mux (kip-Ii) 23.91 0.90Mnx (kip-Ii) Muy(kip-ft) -1.82 0.90Mny (kip-Ii) KL/Rx 61.05 KL/Ry Cbx 1.67 INTERACTION EQUATION: Pu/0. 90* Pn=O.O 19 Eq H 1-1 b: 0.009 + 0.350 + 0.027 = 0.386 313.80 313.80 313.80 Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn 5.84 (l.00 0.00 23.91 -1.82 313.80 68.31 68.31 61.05 E6.4b Stability Bracing of Columns (D1.2a Moderately Ductile) ---Oh: Max Lu (in)= 135.96 Lu Limit= 190.53 OK Required flexural strength or column= I 06.26 kip-ft Lateral Bracing Requirements along Column Required strength or lateral brace along column= 4.61 kip Required stitfoess or bracing (A-6-8) = 3071.65 kip/ Lb ( 'cl -I. (I a.1·.1umcdfi,r eqns (A-6-7, 8) l.h -clislance hcl1ffen hrnces (in) E6.5a Basic Requirements (DI.I Highly Ductile) ---Oh. Flange b/tf'= 9.90 Limit~ 13.79 '11, Web h/tw = 9.90 Limit= 13.79 , 'k 04/08/2021 0.019 0.019 0.019 Page 51 of 71 Seismic Provisions Member Code Check :1~ ~ RAM Structural System 17.02.01.23 RAMStructur~ISystem DataBase: Mezzanine 4 8 2021 i;1'Bentley Building Code: !BC Page 11/12 04/08/21 23 :41 :22 Steel Code: AISC34 l-I 6 -LRfD Column Parameters Story: Mezzanine Fy (ksi): 46.00 Frame No: 6 Member No: 16 Size: HSS6X6X I /2 Frame Type: Special Cantilever Column Systems D1.4a Required Strength ---Ohs ( 'ompres.,ion: Max Pu (kip)= 4.63 ---Combination: 1.354 D + 0.500 Lp -1.300 E4 Max Pu/qiPn = 0.01 ( JK tension: No tension on column D2.5b Column Splices -Required Strength Design strength o(column Sfi/ices mm/ meet or exceed the.fi1//owingfi1rces: Required tension and comjlression s/rengthfi'om Dl.-la. Shear in major axis (kip) 2.21 ---( 'omhinalion.· 1.35-1 D + 0.500 Lp ' I.JOO t;f Shear in minor axis (kijl)~ /.69---( 'omhinalion. /.35-1 D + 0.500 Lfi + I.JOO EJ Momeni in major axis (kifl,fi} 25.2-1---Comhinalion.-1.35-1 D + 0.500 Lp + I.JOO El Momeni in minor axis (kifl,fl)-19.31 ---Comhinalion: 1.35-1 /) I 0.500 !,p f 1300 f;J Required shearfi,r column splice is max result Ji-om D2.5h and D2.5c Refer lo AJS(' 3-1 I section D2.5hfhr additional detailing requirements. D2.5c Required Shear Strength Mpc (kip-ft) Major 75.90 Column Splice Shear force Required Mpe / H Minor 75.90 Where Mpc is the lesser nominal plastic flexural strength of the column sections. See code frir more information on the Required Shear Strength E6.4a System Requirements ---01, Required Strength: Pre (kip)= 4.63 Pre/Pc= 0.01 <= 0.15 INPUT DESIGN PARAMETERS: Lu for Axial (ft) l.u for Bending (ft) K CONTROLLING COLUMN FORCES -SHEAR Load Combination: 1.354 D + 0.500 Lp + 1.300 El Shear Top Vux (kip) Vuy (kip) Shear Bot. Vux (kip) Vuy (kip) SHEAR CHECK: Vux (kip) - Vuy (kir) 2.21 -0.16 0.90Vnx (kip) 0.90Vny (kip) CONTROLLING COLllMN FORCES -AXIAL Load Combination: 1.354 D + 0.500 Lp + 1.300 El I 0(d8 I 06.38 X-Axis 11.33 11.33 1.00 2.21 -0.16 2.21 -0.16 Y-Axis 11.33 11.33 1.00 04/08/2021 Vux/0.90Vnx Vuy/0.90Vny 0.021 0.00 I Page 52 of 71 Seismic Provisions Member Code Check RAM Structural System 17.02.01.23 RAMS1ructura1System DataBase: Mezzanine 4 8 2021 ~:Bentley Building Code: !BC AXIAL CHECK: Pu (kip) 4.63 0.90Pnx (kip) 0.90Pny (kip) 0.90Pn (kip) CONTROLLING COLUMN FORCES -FLEXURE Load Combination: 1.354 D + 0.500 Lp + 1.300 El Axial Load (kip) Moment Top Mux (kip-ft) Muy (kip-ft) Moment Bot. Mux (kip-ft) Muy (kip-ft) CALCULATED PARAMETERS: Pu (kip) 4.63 0.90Pn (kip) Mux (kip-ft) 25.24 0.90Mnx (kip-ft) Muy(kip-fi) -1.82 0.90Mny (kip-ft) KI./Rx 61.05 KL/Ry Chx 1.67 INTERACTION EQUATION: Pu/0.90*Pn=O.O I 5 Eq H 1-1 h: 0.007 + 0.369 + 0.027 = 0.403 313.80 313.80 313.80 Page 12/12 04/08/21 23 :41 :22 Steel Code: A1SC341-16 -LRFD Pu/0.90Pnx Pu/0.90Pny Pu/0.90Pn 0.015 0.015 0.015 4.63 0.00 0.00 25.24 -1.82 313.80 68.31 68.31 61.05 E6.4b Stability Bracing of Columns (Dl.2a Moderately Ductile) ---Oh. Max Lu (in)= 135.96 Lu Limit= 190.53 ( >k Required flexural strength of column= I 06.26 kip-ft Lateral Bracing Requirements along Column Required strength of lateral brace along column = 4.61 kip Required sti1foess ofhracing (J\-6-8) = 3071.65 kip/ Lh ( 'd -1.0 a,·sumedjor eq11.1· (A-6-7.·X) Lh -di.11a11ce he11ree11 hraccs (in) E6.5a Basic Requirements (DI. I Highly Ductile) ---Oh. Flange h/tf= 9.90 Limit= 13.79 ( ,i; Weh h/tw = 9.90 Limit= 13.79 ' ''· 04/08/2021 Page 53 of 71 I Seismic Design-Drift Check Page 54 of 71 Drift RJ\M Structural System 17.02.00.130 RAMStru~turalSystem DataBase: Mczzanine _ 3 _ 1 _ 2021 f:sl1sent1ey Building Code: !BC CRITERIA: Rigid End Zones: Ignore Effects Memher force Output: J\t Face of Joint P-Delta: Yes Scale Factor: 1.00 Ground Level: Base LOAD CASE DEFINITIONS: D Dead Load RJ\MlJSER Lp PosLiveLoad RJ\MUSER 03/01/2121:55:56 Steel Code: IBC fl EQ EQ_J\SCr.716_X_ +E_F [2 EQ EQ /\SCI 716 E3 l'Q EQ_ J\SCL716 E4 EQ EQ J\SCF716 USER DEFINED LOAD COMBINATIONS: 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * 1.108 D + 0.700 El 4 * 1.108 D + 0. 700 E2 5 * 1.108 D + 0.700 E3 6 * 1.108 D + 0. 700 E4 7 * 1.108 D-0.700 El 8 * 1.108 D-0.700 E2 9 * 1.108 D -0. 700 E3 10 * 1.108 D-0.700 E4 11 * 1.081 D + 0.750 Lp + 0.525 E 1 12 * 1.081 D + 0.750 Lp + 0.525 E2 13 * 1.081 D + 0. 750 Lp + 0.525 L3 14 * 1.081 D + 0. 750 Lp + 0.525 r.4 15 * 1.081 D + 0. 750 Lp -0.525 E 1 16 * 1.081 D + 0. 750 Lp -0.525 E2 17 * 1.081 D + 0. 750 Lp -0.525 1:3 18 * 1.081 D -t 0.750 Lp -0.525 L4 19 * 0.492 D + 0. 700 FI 20 * 0.492 D + 0. 700 E2 21 * 0.492 D + 0.700 l·:l 77 * 0.492 D + 0. 700 E4 70 --' * 0.492 D -0. 700 FI 24 * 0.492 D -0. 700 E2 25 * 0.492 D -0. 700 F3 26 * 0.492 D -0. 700 L4 * ~ Load combination current!, selected to use X - y - y - -E F -- +E F -- -E F -- Allowable Elastic Displacement = (0.02 x H x 12)/Cd = (0 02x11.33x12)/2.5 = 1 09 in Not Exceeded. Drift OKAY Max elastic displacement = 1.064 in Max inelastic displacement = 1 064 x (2 5/1) = 2.66 in Max story drfit of main steel structure at 11. 33 ft = 0. 02 X 11 33 X 12 = 2.72 in Seismic Gap= (2 66 + 2.72 ) = 3 8 in Provided 4 inch. OKAY Page 55 of 71 f* ,· RAM Structural System 17.02.00.130 RAMStruc1uralSystern DataBase: Mezzanine 3 1 2021 ~.Bentley Building Code: !BC Drift Page 2/4 03/01/21 21 :55:56 Steel Code: IBC Displacements for semirigid diaphragm arc reported based on nodal displacements near to selected point. RESULTS: Location (ft): (0.000, 0.000) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Mezzanine -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 2 -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 0 0.6168 0.1140 0.6168 0.1140 0.0045 0.0008 ·' 4 0.6541 0.0050 0.6541 0.0050 0.0048 0.0000 5 -0.0662 0.8501 -0.0662 0.8501 0.0005 0.0063 6 -0.1392 1.0643 -0.1392 1.0643 0.0010 0.0078 7 -0.6168 -0.1140 -0.6168 -0.1140 0.0045 0.0008 8 -0.6541 -0.0050 -0.6541 -0.0050 0.0048 0.0000 9 0.0662 -0.8501 0.0662 -0.850 I 0.0005 0.0063 IO 0.1392 -1.0643 0.1392 -1.0643 0.0010 0.0078 I 1 0.4626 0.0855 0.4626 0.0855 0.0034 0.0006 12 0.4905 0.0038 0.4905 0.0038 0.0036 0.0000 13 -0.0496 0.6376 -0.0496 0.6376 0.0004 0.004 7 14 -0.1044 0.7983 -0.1044 0.7983 0.0008 0.0059 15 -0.4626 -0.0855 -0.4626 -0.0855 0.0034 0.0006 16 -0.4905 -0.003 8 -0.4905 -0.0038 0.0036 0.0000 17 0.0496 -0.6376 0.0496 -0.6376 0.0004 0.0047 18 0.1044 -0. 7983 0.1044 -0. 7983 0.0008 0.0059 19 0.6168 0.1140 0.6168 0.1140 0.0045 0.0008 20 0.6541 0.0050 0.6541 0.0050 0.0048 0.0000 21 -0.0662 0.8501 -0.0662 0.8501 0.0005 0.0063 22 -0.1392 1.0643 -0.1392 1.0643 0.0010 0.0078 ') 0 __ , -0.6168 -0.1140 -0.6168 -0.1140 0. 004 5 0.0008 24 -0.6541 -0.0050 -0.6541 -0.0050 0.0048 0.0000 25 0.0662 -0.8501 0.0662 -0.8501 0.0005 0.0063 26 0.1392 -1.0643 0.1392 -1.0643 0.0010 (J.()078 Location (ft): (0.000, 13.500) Story LdC Displacement Story· Drift Drift Ratio X y X y X y in in in in Mezzanine -0.0000 -0.0000 -0. 0000 -0. 0000 0. 0000 0. 0000 2 -0. 0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 0.6980 0.1139 0.6980 0.1139 0.0051 0.0008 4 0.6577 0.0050 0.6577 0.0050 0. 0048 0. 0000 Page 56 of 71 Drift RAM Structural System 17.02.00.130 Page 3/4 . RAMStructuralSystem DataBase: Mczzaninc _ 3 _ 1 _ 2021 03/01/2121 :55:56 ~:Bentley Building Code: IBC Steel Code: IBC Story LdC Displacement Story Drift Drift Ratio 5 0.0717 0.8501 0.0717 0.8501 0.0005 0.0063 6 0.1508 1.0644 0.1508 1.0644 0.0011 0.0078 7 -0.6980 -0.1139 -0.6980 -0.1139 (l.0051 0.0008 8 -0.6577 -0.0050 -0.6577 -0.0050 0.0048 0.0000 9 -0.0717 -0.8501 -0.0717 -0.8501 0.0005 0.0063 10 -0.1508 -1.0644 -0.1508 -1.0644 0.001 I 0.0078 11 0.5235 0.0854 0.5235 0.0854 0.0039 0.0006 12 0.4932 o.om 7 0.4932 0.0037 0.0036 0.0000 13 0.0538 0.63 76 0.0538 0.6376 0. 0004 0.0047 14 0.1131 0.7983 0.1131 0.7983 0.0008 0.0059 15 -0.5235 -0.0854 -0.5235 -0.0854 0.0039 0.0006 16 -0.4932 -0.003 7 -0.4932 -0.0037 0.0036 0.0000 17 -0.0538 -0.6376 -0.0538 -0.6376 0.0004 0.0047 18 -0.1 I 31 -0. 7983 -0.1131 -0.7983 0.0008 0.0059 19 0.6980 0.1139 0.6980 0.1139 0.0051 0.0008 20 0.6577 0.0050 0.6577 0.0050 0.0048 0.0000 21 0.0717 0.8501 0.0717 0.8501 0.0005 0. 0063 22 0.1508 1.0644 0.1508 1.0644 0.0011 0.0078 23 -0.6980 -0.1139 -0.6980 -0.1139 0.0051 0.0008 24 -0.6577 -0.0050 -0.6577 -0.0050 0.0048 0. 0000 25 -0.071 7 -0.8501 -0.0717 -0.8501 0.0005 0.0063 26 -0.1508 -1.0644 -0.1508 -1.0644 0.0011 0.0078 Location (ft): (29,498, 0.030) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in ID Mcuanine ().0000 0. 0000 0.0000 0. 0000 0. 0000 0. 0000 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.6169 -0.0628 0.6169 -0.0628 0.0045 0.0005 4 0.6539 -0.0028 0.6539 -0.0028 0.0048 0. 0000 5 -0.0661 0.5484 -0.0661 0.5484 0.0005 0.0040 6 -0.1387 0.4302 -0.1387 0.4302 0.0010 0.0032 7 -0.6169 0.0628 -0.6169 0.0628 0.0045 0.0005 8 -0.6539 0.0028 -0.6539 0.0028 0.0048 0. 0000 9 0.0661 -0.5484 0.0661 -0.5484 0.0005 0. 0040 IO 0.1387 -0.4301 0.1387 -0.4302 0.0010 0.0032 11 0.46'.:'7 -0.0471 0.4627 -0.04 71 0.0034 0.0003 12 0.4904 -0.0021 0.4904 -0.0021 0.0036 0. 0000 13 -0.0495 0.4113 -0.0495 0.4113 0.0004 0.0030 14 -0. l 040 0.3227 -0.1040 0.3227 0.0008 0.0024 15 -0.4627 0.0471 -0.4627 0.0471 0.0034 0.0003 16 -0.4904 0.0021 -0.4904 0.0021 0.0036 0.0000 17 0.0495 -0.4113 0.0495 -0.4113 0.0004 Q10?}0 Page o 1 Al Drift RAM Structural System 17.02.00.130 Page 4/4 = RAMStrncturalSvstem DataBasc: Mez✓.anine _ 3 _ 1 _ 2021 03/01/21 21:55:56 i:[j Bentley Building Code: !BC Steel Code: !BC Story LdC Displacement Story Drift Drift Ratio 18 0.1040 -0.3227 0.1040 -0.3227 0.0008 0.0024 19 0.6169 -0.0628 0.6169 -0.0628 0.0045 0.0005 20 0.6539 -0.0028 0.6539 -0.0028 0.0048 0.0000 21 -0.0661 0.5484 -0.0661 0.5484 0.0005 0.0040 22 -0.1387 0.4302 -0.1387 0.4302 0.0010 0.0032 23 -0.6169 0.0628 -0.6169 0.0628 0.0045 0.0005 24 -0.6539 0.0028 -0.6539 0.0028 0.0048 0.0000 25 0.0661 -0.5484 0.0661 -0.5484 0.0005 0.0040 26 0.1387 -0.4302 0.1387 -0.4302 0.0010 0.0032 Location (ft): (29.498, 13.503) Story LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Mezzanine 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 0.6977 -0.0627 0.6977 -0.0627 0.0051 0.0005 4 0.6574 -0.0027 0.6574 -0.0027 0.0048 0.0000 5 0.0719 0.5484 0.0719 0.5484 0.0005 0.0040 6 0.1509 0.4302 0.1509 0.4302 0.0011 0.0032 7 -0.6977 0.0627 -0.6977 0.0627 0.0051 0.0005 8 -0.6574 0.0027 -0.6574 0.0027 0.0048 0.0000 9 -0.0719 -0.5484 -0.0719 -0.5484 0.0005 0.0040 I 0 -0.1509 -0.4302 -0.1509 -0.4302 0.0011 0.0032 11 0.5233 -0.04 71 0.5233 -0.0471 0.0038 0.0003 12 0.4931 -0.0020 0.4931 -0.0020 0.0036 0. 0000 13 0.0539 0.4113 0.0539 0.4113 0.0004 0.0030 14 0.1132 0.3227 0.1132 0.3227 0.0008 0.0024 15 -0.5233 0.0471 -0.5233 0.04 71 0.0038 0.0003 16 -0.4931 0.0020 -0.4931 0.0020 0.0036 0.0000 17 -0.0539 -0.4113 -0.0539 -0.4113 0.0004 0.0030 18 -CJ.I 132 -<U227 -0.1132 -0.3227 0. 0008 0.0024 19 0.6977 -0.0627 0.6977 -0.0627 0.0051 0.0005 20 0.6574 -0.0027 0.6574 -0.0027 0.0048 0.0000 21 0.07 I 9 0.5484 0.0719 0.5484 0.0005 0.0040 21 0.1509 0.4302 0.1509 0.4302 0.()01 I 0.0032 ,.,, __ , -0.6977 0.0627 -0.6977 ().()627 0.0051 0.0005 24 -0.6574 0.0027 -0.6574 0.0027 0.0048 0. 0000 25 -0.07 I 9 -0.5484 -0.0719 -0.5484 0.0005 0.0040 26 -0.1509 -0.4302 -0.1509 -0.4302 0.0011 0.0032 Page 58 of 71 j Base Connection & Footing Design Page 59 of 71 HP Inc. Current Date: 4/8/2021 11 ·44 PM Units system: English File name: C:\ProgramData\Bentley\Engineering\RAM Structural System\Working\\Mezzanine_ 4_8_2021.ram\ Detailed report Connection name Connection ID Family: Column -Base (CB) Type: Base plate Steel connections Fixed uniaxial both axis BP 1 Description: Smart Fixed UniaxIal Both Axis Base Plate 1 GENERAL INFORMATION Connector MEMBERS Column Column type Section Material Longitudinal offset Transversal offset CONNECTOR Base plate Connection type Position on the support N Longitudinal dimension B· Transversal dimension Thickness Material Column weld D: Column weld size (1/16 1n) Override A2/A 1 ratio Include shear lug Support With pedestal Long1tud1nal dimension Transversal dimension Thickness Material Include grouting Grout thickness Anchor • N • B • D ·, • . Prismatic member HSS_SOR 6X6X1_2 RamFy 46Tube 0 1n 0 1n Unst1ffened Center 14 in 14 in 1.25 1n A36 E70XX 8 No No No 72 in 72 in 24in C 3-60 Yes 1.5 in Pagel 04/08/2021 Page 60 of 71 Anchor position Longitudinal position Rows number per side 1 Anchors per row 2 Longitudinal edge distance on the plate 2 in Transverse edge distance on the plate 2 in Anchor type Headed Head type Hexagonal Include lock nut No Anchor 1 112' Effective embedment depth 20in Total length 24.73 in Material F1554 Gr36 Fy 36 kip/in2 Fu 58 kip/in2 Cracked concrete Yes Brittle steel No Anchors welded to base plate No Tension seismic requirements D 334 3 (bl Shear seismic requirements D 33.5 3 (a) Anchor reinforcement Type of reinforcement Primary Tension reinforcement No Shear reinforcement No Design code AISC 360-10 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] [Kip"ft] [Kip"ft] [Kip] [Kip] di -5.20 0.00 0.00 0.00 0.00 Design lln 0.00 0.00 0.00 0.00 0.00 Design lip -6 85 0 00 0.00 0 00 0.00 Design llrn 0.00 0.00 0.00 0.00 0.00 Design llrp 0.00 0.00 0.00 0.00 0.00 Design EQXp 0.00 1 81 17.58 -1.52 0.16 Design EQXm 0.00 -0 37 18.63 -1 61 -0.03 Design EQYp 0 00 23 11 -223 019 2 00 Design EQYm 0.00 27.40 -429 0.37 2.37 Design C1 -7.28 0.00 0.00 0.00 0.00 Design CZ -1720 0 00 0 00 0 00 0 00 Design C3 -10.71 2.35 22.86 -1.98 0.20 Design C4 -10 71 -0 48 24 22 -2 09 -0 04 Design cs -10.71 30 04 -2.91 025 2.60 Design C6 -10.71 35.62 -5.58 048 3 08 Design C7 -10 71 -2 35 -22.86 1 98 -0.20 Design CB -10 71 0.48 -24 22 2 09 0 04 Design C9 -10.71 -30.04 2.91 -0.25 -2.60 Design C10 -10 71 -3562 5 58 -0 48 -3.08 Design C11 -7.28 2.35 22 86 -1.98 0.20 Design C12 -7 28 -0 48 24 22 -2 09 -0 04 Design C13 -7 28 30.04 -2.91 0.25 2 60 Design C14 -728 35 62 -5 58 0 48 3 08 Design C15 -7.28 -2.35 -22.86 1.98 -0.20 Design C16 -7.28 0.48 -24.22 2 09 0 04 Design C17 -7.28 -30.04 2.91 -0.25 -2.60 Design C18 -7 28 -35 62 5 58 -0.48 -3 08 Design C19 -3.90 2 35 22.86 -1.98 0.20 Design C20 -3 90 -0 48 2422 -2 09 -0 04 Design C21 -3.90 30 04 -2.91 0.25 2.60 Design C22 -3 90 35 62 -5 58 0 48 3 08 Design C23 -3 90 -2.35 -22.86 1.98 -0.20 Design C24 -3 90 0 48 -24 22 2 09 0 04 Design 04/08/2021 C25 -3 90 -30.04 2.91 -0 25 -2 60 Design C26 -3 90 -35 62 5 58 -0.48 -3 08 Design ----------------- Page2 Page 61 of 71 Design for major axis Base plate {AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Base plate Distance from anchor to edge [in] 1.25 0.25 Weld size [1 /16in] 8 3 table J24 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Kip/in2] 3.32 0.84 C6 0.25 DG1 31 1 Base plate Flexural yielding (bearing interface) [Kip•ftift] 12 66 7 08 C10 0.56 DG1 Eq. 3.3.13. DG1 Sec3.1.2 Flexural yielding (tension interiace) [Kip-ft/ft] 12.66 12.00 C22 0 95 DG1 Eq 3 3 13 Column Weld capacity [Kip/ft] 20046 55.59 C22 0.28 p. 8-9, Sec. J2 5, Sec. J2.4, HSS Manual p 7-10 Elastic method weld shear capacity [Kip/ft] 13364 2 73 CB 0.02 p 8-9, Sec. J2.5, Sec. J2.4 Elastic method weld axial capacity [Kip/ft] 20046 105.51 CB 0.53 p 8-9, Sec. J2.5, Sec. J2.4 Ratio 0.95 Design for minor axis Base plate {AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Base plate Distance from anchor to edge [in] 125 0 25 Weld size [1/16in] 8 3 table J2.4 DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Concrete base Axial bearing [Kip/in2] 3.32 0.84 C6 C 25 DG1311: Base plate Flexural yielding (bearing interface) [Kip•ftift] 12 66 7 08 C10 C.St: DG1 Eq. 3313 DG1 Sec 3 1 2 Flexural yielding (tension interiace) [Kip-ft/ft] 12 66 12 00 C22 C 95 DG1 Eq. 3.3.13 Column Weld capacity [Kip/ft] 200 46 55 59 C22 :, 2, p. 8-9, Sec J2 5 Sec. J2.4, HSS Manual p 7-10 Elastic method weld shear capacity [Kip/ft] 133 64 4 01 C10 c c~ p. 8-9, Sec J2 5. Sec. J2 4 Elastic method weld axial capacity [Kip/ft] 20046 155.18 C10 p 8-9, Sec. J2.5 Sec J2 4 Ratio 0.95 Page3 Page 62 of 71 04/08/2021 l Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References Anchors Anchor spacing [in] 10.00 6.00 ./ Sec. 0 .8.1 Concrete cover [in] 30.25 3.00 ./ Sec. 7.7 1 Effective length [in] 20.98 23.02 ./ DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 61.13 23.16 C22 0.38 Eq. 0-2 Breakout of anchor in tension [Kip] 67.80 23.16 C22 0.34 Eq. 0-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip] 77.41 40.96 C22 0.53 Eq. 0-4, Sec. 0.3.3.4.4 Pullout of anchor in tension [Kip] 32 98 23.16 C22 0.70 Sec. 0.3.3.4.4 Anchor shear [Kip] 25.43 0.78 C10 0.03 Eq. 0-29, Sec. D.6.1 .3 Breakout of anchor in shear [Kip] 30 70 0.52 ca 0.02 Table 0.4.1.1, Sec. 0.4.3 Breakout of group of anchors in shear [Kip] 33.13 2.09 ca 0.06 Table 0.4.1.1, Sec. 0.4.3 Pryout of anchor in shear [Kip] 180.80 0.52 cs 0.00 Eq. 0-3, Table 0.4.1.1, Sec. 0.4.3 Pryout of group of anchors in shear [Kip] 210.26 1.05 cs 0.00 Eq. 0-4, Table 0.4.1.1, Sec. 0.4.3 Interaction of tensile and shear forces [Kip] 1.20 0.00 EQXp 0.00 Eq. 0-2, Eq. 0-3, Sec. 0.3.3.4.4, Eq. 0-4, Eq. 0-29, Sec. 0.6.1.3, Table 0.4.1.1, Sec. 0.4.3, Sec. 0.7 Ratio 0.70 Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References ·--------~-------------- Anchors Anchor spacing [in] 10.00 6.00 ./ Sec. 0 .8.1 Concrete cover (in] 30.25 3.00 ,I Sec. 7.7.1 Effective length [in] 20.98 23.02 " DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ----------------- Anchor tension [Kip] 61 .13 23.16 C22 0.38 Eq. 0-2 Breakout of anchor in tension [Kip] 67.80 23.16 C22 0 34 Eq 0-3, Sec. D.3 3.4 4 Breakout of group of anchors in tension [Kip] 77.41 40.96 C22 0 53 Eq 0-4, Sec. 0 .3.3.4.4 Pullout of anchor in tension [Kip] 32.98 23 16 C22 0 70 Sec 0.3.3 4 4 Anchor shear [Kip] 25 43 0 78 C10 0 03 Eq 0 -29, Sec 0 .6 1 3 Breakout of anchor in shear [Kip] 30.70 0 77 C10 0 03 Table 0.4 1.1, Page4 Page 63 of 71 04/08/?0?1 Breakout of group of anchors in shear Pryout of anchor in shear Pryout of group of anchors in shear Interaction of tensile and shear forces Ratio [Kip] [Kip] [Kip] [Kip] 0.70 -------------------------------- Global critical strength ratio 0.95 Biaxial Maximum compression (CS) Base plate Conaete stress (lbmt2] 839.93 0 839.93 839.93 839.93 839.93 839.93 839.93 839.93 839.93 839.93 839.93 0 839.93 839.93 839.93 839.93 839.93 -------------------------------------------------· Maximum bearing pressure 839.93 [psi] Minimum bearing pressure 839.93 [psi] Maximum anchor tension 21.71 [Kip] Minimum anchor tension 0.00 [Kip] Neutral axis angle 0.00 Bearing length 5.53 (in] Anchors tensions Anchor Transverse Longitudinal Shear Tension 1 2 3 4 (in] [in] [Kip] [Kip] -5.00 -5.00 5.00 5.00 -5.00 5.00 5.00 -5.00 0 12 0.12 0.12 0.12 21.71 16.51 0.00 0.00 33.13 3.08 C10 0.09 180.80 0.77 C10 0.00 206.25 1.54 C10 0.01 1.20 0.00 EQXp 0.00 0 04/08/2021 Pages Sec. D.4.3 Table D.4.1.1, Sec. D.4.3 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Eq. D-29, Sec. D.6.1 .3, Table D.4.1.1 , Sec. D.4.3, Sec. D.7 Baseplate Anchors tension [kip] 0 -1.45 -2.9 -4.~ -5.79 -7.24 -8.69 -to.13 -11.58 -13.03 -1 4.48 -15.92 -17.37 -18.82 -20.27 -21 71 sed Page 64 of 71 ' Maximum tension (C22) Base plate Concrete stress ~Mn2J 0 I ~ 0 Maximum bearing pressure Minimum bearing pressure Maximum anchor tension Minimum anchor tension Neutral axis angle Bearing length Anchors tensions 1· 825.44 [psi] 825.44 [psi) 23.16 [Kip) 0.00 [Kip) 0.00 5.25 [in] Anchor Transverse Longitudinal Shear Tension [in) [in) [Kip) [Kip) 1 -5.00 -5.00 0.12 23.16 2 -5.00 5.00 0.12 17.80 3 5.00 5.00 0.12 0.00 4 5.00 -5.00 0.12 0.00 Results for tensile breakout (C22) ___ ..,...__, ____ ..,----, Group Area Tension Anchors [in2) [Kip) 4200.00 40.96 1, 2 825.44 825.44 825.44 825.44 825.44 825.44 825.44 825.4◄ 825.44 825.44 825.44 825.44 825.4◄ 825.44 825.44 825.44 0 Major axis Page6 04/08/2021 Baseptate Anchors tens,on [kip) 0 -1.54 -3.0II -4.63 -6. 18 -7.72 -0.26 -10.81 -t2.35 -13.0 -·15.44 -16JXl -18.53 -20.07 -21 .62 -23.16 Page 65 of 71 Group Area Shear Anchors [in2] [Kip] 1 1728.00 2.09 1, 2, 3, 4 1.05 2,3 2 1728.00 Group Area Tension Anchors [in2] [Kip] 4200.00 40.96 1, 2 Results for shear breakout (C10) Group Area Shear Anchors [in2] [Kip] 1 1728.00 1.54 1, 2 2 1728.00 3.08 1, 2, 3, 4 Minor axis 04/08/2021 Page7 Page 66 of 71 • -i!7 HT K 14288 Danielson St, #200 =/=~~-===~ •~.,........:: •~c--==c,....,..,,=-=-==-,.-= Poway, CA 92064 STRUCTURAL ENGINEERS, LLP Steel Column •••• DESCRIPTION: Column Double Check for RAM Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS6x6x1/2 Analysis Method : Load Resistance Factor Project Title: Engineer: Project ID: Project Descr: Printed 1 MAR 2021 10 47PM Software copyright ENERCALC, INC. 1983- Overall Column Height 11 .330 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns : X-X (width) axis : E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis= 11.330 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 11.330 ft, K = 2.1 Applied Loads Column self weight included : 399.269 lbs • Dead Load Factor AXIAL LOADS ... Loads: Axial Load at 11.330 ft, D = 5.20, LR = 6.850 k BENDING LOADS ... Lat. Point Load at 11.330 ft creating Mx-x, E = 2.370 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4213 : 1 Load Combination +1.354D+L +0.20S+E+1.60H Location of max.above base 0.0 ft At maximum location values are ... Pu 0.9 • Pn Mu-x 0.9 • Mn-x: Mu-y 0.9 • Mn-y : PASS Maximum Shear Stress Ratio = 7.581 k 134.229 k -26.852 k-ft 68.310 k-ft 0.0 k-ft 68.310 k-ft 0.02673 : 1 Load Combination +1.354D+L +0.20S+E+1.60H Location of max.above base O. 0 ft At maximum location values are ... Vu : Applied 2.370 k Vn •Phi : Allowable 88.651 k Load Combination Results Load Combination Msiximum ~xisil + Bending Stress Rsi!iQS Stress Ratio Status Location Cbx +1.40D+1 .60H 0.058 PASS 0.00ft 1.67 +1 .20D+0.50Lr+1.60L +1.60H 0.076 PASS 0.00 ft 1.67 +1.20D+1 .60L+0.50S+1.60H 0.050 PASS 0.00 ft 1.67 +1 .20D+1 .60Lr+L +1.60H 0.132 PASS 0.00 ft 1.67 +1.20D+1.60Lr+0.50W+1 .60H 0.132 PASS 0.00 ft 1.67 +1 .20D+L +1.60S+1.60H 0.050 PASS 0.00 ft 1.67 +1.20D+1.60S+0.50W+1.60H 0.050 PASS 0.00 ft 1.67 +1.20D+0.50Lr+L +W+1.60H 0.076 PASS 0.00 ft 1.67 + 1.20D+L +0.50S+W+ 1.60H 0.050 PASS 0.00 ft 1.67 +0.90D+W+1 .60H 0.038 PASS 0.00 ft 1.67 +1.354D+L +0.20S+E+ 1.60H 0.421 PASS 0.00 ft 1.67 +1 .354D+L +0.20S-E+1.60H 0.421 PASS 0.00 ft 1.67 +0.7460D+E+0.90H 0.409 PASS 0.00 ft 1.67 +0.7460D-E+0.90H 0.409 PASS 0.00 ft 1.67 Service loads entered. Load Factors will be applied for calculations Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections . Along Y-Y 1.41 O in at for load combination : E Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 2.370 k 11 . 330ft above base 0.0ft above base Cby Kxlx/Rx KyLy/Ry Maximum Sbear Ra!iQs Stress Ratio Status Location 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.000 PASS 0.00 ft 1.00 128.03 128.03 0.027 PASS 0.00 ft 1.00 128.03 128.03 0.027 PASS 0.00 ft 1.00 128.03 128.03 0.027 PASS 0.00ft 1.00 128.03 128.03 0.027 PASS 0.00 ft Page 67 of 71 • -n HT K 14288 Danielson St, #200 ~ 1 , Poway, CA 92064 ""s=T=R""'u-=-c='=T"'"u"'""'R=-A--:-:--L-':E='N~G;:;l':--N'""E:'aE:cR=-=s=. 7L7L==P Project Title: Engineer: Project ID: Project Descr: Printed 1 MAR2021, 1047PM Steel Column Ie:ca Softw.ve copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 . 1.11 DESCRIPTION: Column Double Check for RAM Maximum Reactions Note· Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments Load Combination @Base @Base @Top @Base @Top @Base @Top @Base @Top +D+H 5.599 +D-+l-+ti 5.599 +D-+lr+H 12.449 +D+S+H 5.599 +D-+-0.750Lr-+-0.750L +H 10.737 +D-+-0.750L-+-0.750S-+ti 5.599 +D-+-0.60W+H 5.599 +D-+-0.750Lr-+-0.750L-+-0.450W-+ti 10.737 +D-+-0. 750L-+-0.750S-+-0.450W+H 5.599 -+-0.60D-+-0.60W-+-O 60H 3.360 +D-+-0.70E-+-0.60H 5.599 1.659 -18.796 +D-+-0.750L-+-0.750S-+-0.5250E+H 5.599 1.244 -14.097 -+-0.60D-+-0.70E+H 3.360 1.659 -18.796 D Only 5.599 Lr Only 6.850 L Only SOnly WOnly EOnly 2.370 -26.852 H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Axial@Base Maximum 12.449 Minimum Reaction, X-X Axis Base Maximum 5.599 Minimum 5.599 Reaction, Y-Y Axis Base Maximum 2.370 -26.852 Minimum 5.599 Reaction, X-X Axis Top Maximum 5.599 Minimum 5.599 Reaction, Y-Y Axis Top Maximum 5.599 Minimum 5.599 Moment, X-X Axis Base Maximum 5.599 Minimum -26.852 2.370 -26.852 Moment, Y-Y Axis Base Maximum 5.599 Minimum 5.599 Moment, X-X Axis Top Maximum 5.599 Minimum 5.599 Moment, Y-Y Axis Top Maximum 5.599 Minimum 5.599 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+l+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+lr-+ti 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S-+ti 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.750Lr-+-0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.750L-+-0.750S+H 0.0000 in 0.000 ft 0.000 in 0,000 ft +D-+-0.60W-+ti 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.750Lr-+-0.750L-+-0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.750L-+-0.750S-+-0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft -+-0.60D-+-0.60W-+-0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-+-0.70E-+-0.60H 0.0000 in 0.000 ft 0.987 in 11.330 ft +D-+-0.750L-+-0.750S-+-O 5250E-+ti 0.0000 in 0.000 ft 0.740 in 11.330 ft -+-0.60D-+-0.70E+H 0.0000 in 0.000 ft 0.987 in 11.330 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Page 68 of 71 ' .. "' · n HT K 14288 Danielson St, #200 =/=~~====-= •~----=::: ·=---c~~=-=c.,.....::= Poway, CA 92064 STRUCTURAL ENGINEERS. LLP Steel Column .. ,. DESCRIPTION: Column Double Check for RAM Maximum Deflections for Load Combinations Load Combination Lr Only L Only SOnly WOnly E Only H Only Steel Section Properties Depth Design Thick Width Wall Thick Area Weight Sketches C 6 0 co Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS6x6x1/2 6.000 in I xx 0.465 in s xx 6.000 in R xx 0.500 in Zx 9.740 in•2 I yy 35.240 pl! Syy R yy 0.000 in +Y : 't, .. ., ,,;_ ~ "~ • Load 1 6.00in Distance 0.000 0.000 0.000 0.000 0.000 0.000 +X Project Title: Engineer: Project ID: Project Descr: Printed 1 MAR 2021 . 10 47PM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Max. Y -Y Deflection Distance ft 0.000 in 0.000 ft ft 0.000 in 0.000 ft ft 0.000 in 0.000 ft ft 0.000 in 0.000 ft ft 1.410 in 11.330 ft ft 0.000 in 0.000 ft 48.30 in•4 J = 81.100 in•4 16.10 in•3 2.230 in 19.800 in•3 48.300 in•4 C 28.100 in•3 16.100 in•3 2.230 in t Page 69 of 71 -n HT K 14288 Danielson St, #200 /~ 1 , Poway, CA 92064 -=s =T=R=u-,-:cc:T~U"""R=A-:-,-L--,E=N-G~l-=--N'""E::-:E=R=-=s~ • ...,.L...,.L"=P General Footing ,.,, DESCRIPTION: Typical Cantilever Column Footing Design Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Material Properties f'c : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth D1stribut1011 Check (ACI 15 4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z 2.50 ksi = 60.0 ksi = 2,850.0 ksi 145.0 pct = 0.90 = 0.750 = = 0.00090 1.10 : 1 = 1.10 : 1 Yes Yes No No 6.0 ft 6.0 ft 24.0 in in in in 3.0 in 7.0 # 5 7.0 # 5 n/a n/a n/a D Lr 5.20 Project Title: Engineer: Project ID: Project Descr: Printed 1 MAR 2021 10 48PM 1e: ca . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Soil Design Values Allowable Soil Bearing = 2.0 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 25O.O pct Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = 1.50 ft Allow press. increase per foot of depth = ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft X ~ X h ' :~ I w 6,V ,..,_~_ ... , L s w E H 6.850 k ksf k-ft 27.40 k-ft 2.370 k k Page 70 of 71 I ' -nHTK 14288DanielsonSt,#200 ~ ' , Poway, CA 92064 "s=T=R=u~C-Tec-U=R~A~L-E~N~G-IN""'E"'E'"R"S"" ... L~L~P General Footing 1.11 DESCRIPTION: Typical Cantilever Column Footing Design DESIGN SUMMARY -------- Min. Ratio Item Applied ---- PASS 0.8510 Soil Bearing 1.702 ksf PASS nla Overturning -X-X 0.0 k-ft PASS 1.251 Overturning -Z-Z 22.498 k-ft PASS 2.714 Sliding -X-X 1.659 k PASS nla Sliding -Z-Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.1324 Z Flexure ( +X) 4.434 k-ft/ft PASS 0.1324 Z Flexure (-X) 4.434 k-ftlft PASS 0.06421 X Flexure I +Z) 2.150 k-ft/ft PASS 0.06421 X Flexure (-Z) 2.150 k-ft/ft PASS 0.08842 1-way Shear (+X) 6.631 psi PASS 0.08842 1-way Shear (-X) 6.631 psi PASS 0.03185 1-way Shear I +Z) 2.389 psi PASS 0.03185 1-way Shear (-Z) 2.389 psi PASS 0.05915 2-way Punching 8.873 psi Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Load Combination ... Gross Allowable (in) X-X, +D+H 2.0 nla 0.0 X-X, +D+L+H 2.0 nla 0.0 X-X. +D+Lr+H 2.0 nla 0.0 X-X. +O+S+H 2.0 nla 0.0 X-X. +D+D.750Lr+D.750L +H 2.0 nla 0.0 X-X. +0+0.750L +D.750S+H 2.0 nla 0.0 X-X. +0+0.60W+H 2.0 nla 0.0 X-X. +D+D.750Lr+D.750L +D.450W+H 2.0 n/a 0.0 X-X. +D+D.750L +D.750S+0.450W+H 2.0 n/a 0.0 X-X. +D.60D+D.60W+0.60H 2.0 n/a 0.0 X-X, +D+D.70E+D.60H 2.0 n/a 0.0 X-X. +D+D.750L +0.750S+D.5250E+H 2.0 nla 0.0 X-X, +D.60D+0.70E+H 2.0 nla 0.0 Z-Z, +D+H 2.0 0.0 nla Z-Z. +D+L+H 2.0 0.0 nla Z-Z, +O+Lr+H 2.0 0.0 nla Z-Z. +D+S+H 2.0 0.0 nla Z-Z, +D+D.750Lr+D.750L +H 2.0 0.0 nla Z-Z, +D+D.750L+0.750S+H 2.0 0.0 nla Z-Z. +D+D.60W+H 2.0 0.0 nla Z-Z. +D+D.750Lr+D.750L +D.450W+H 2.0 0.0 nla Z-Z. +D+0.750L+D.750S+0.450W+H 2.0 0.0 nla Z-Z, +D.60D+0.60W+0.60H 2.0 0.0 nla Z-Z, +0+0.70E+D.60H 2.0 17.262 nla Z-Z. +0+0.750L +D.750S+0.5250E+H 2.0 9.745 nla Z-Z. +0.60D+0.70E+H 2.0 28.770 nla Project Title: Engineer: Project ID: Project Descr: P11'1\<:>,:J 1 MAR ::'021 1'J 4dPM -----File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Capacity --- 2.0 ksf 0.0 k-ft 28.152 k-ft 4.503 k 0.0 k 0.0 k 33.485 k-ft/ft 33.485 k-ft/ft 33.485 k-ft/ft 33.485 k-ft/ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi . . - Design OK Governing Load Combination +0.60D+0.70E+H about Z-Z axis No Overturning +0.60D+0.70E+H +D.60D+0.70E+H No Sliding No Uplift +1.354D+L +D.20S+E+1.60H + 1.354D+L +D.20S-E+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +D.7460D+E+D.90H +0.7460D-E+D.90H +1.20D+0.50Lr+1.60L + 1.60H +1.20D+0.50Lr+1.60L + 1.60H + 1.20D+0.50Lr+1.60L + 1.60H Actual Soil Bearing Stress @ Location Actual/ Allow Bottom, -Z Top, +Z Left, -X Right, +X __ Ratio 0.4344 0.4344 nla nla '_1-' " , 0.6247 0.6247 nla n/a 0.4344 0.4344 n/a n/a 0.4344 0.4344 nla n/a 0.5772 0.5772 nla nla 0.5772 0.5772 n/a nla ,, ' 0.4344 0.4344 nla nla i' L 0.5772 0.5772 nla nla '' ;,;•(;' 0.5772 0.5772 nla nla 0.2607 0.2607 nla nla 0.4344 0.4344 nla nla 0.5772 0.5772 nla n/a 0.2607 0.2607 nla n/a nla nla 0.4344 0.4344 nla nla 0.6247 0.6247 nla nla 0.4344 0.4344 n/a nla 0.4344 0.4344 nla nla 0.5772 0.5772 nla nla 0.5772 0.5772 nla n/a 0.4344 0.4344 nla nla 0.5772 0.5772 nla nla 0.5772 0.5772 nla nla 0.2607 0.2607 nla n/a 0.0 1.106 nla nla 0.1131 1.041 nla nla 0.0 1.702 Page 71 of 71 □ □ □ □ □ □ □ □ □ □ □ Date: 03.04.2021 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Business Name: PACIFIC SOTHEBY'S INTERNATIONAL REAL TY Street Address: 2741 STATE STREET, SUITE 101, CARLSBAD, CA Email Address: KMATTHIES@WAREMALC0MB.C0M PLEASE CHECK HERE IF YOUR BUSINESS IS EXEMPT : (ON REVERSE SIDE CHECK TYPE OF BUSINESS) I ✓ I Check all below that are present at your facility: Acid Cleaning D Food Processing D Metal Powders Forming Assembly D Glass Manufacturing D Nutritional SupplemenWitamin Automotive Repair D Industrial Laundry D Manufacturing Battery Manufacturing D Ink Manufacturing D Painting/Finishing Biofuel Manufacturing D Laboratory D Paint Manufacturing Biotech Laboratory D Machining/Milling D Personal Care Products Bulk Chemical Storage D Membrane manufacturing D Manufacturing Car Wash D (i.e. waterfilter membranes) D Pesticide Manufacturing/ Packaging Chemical Manufacturing D Metal Casting/Forming O Pharmaceutical Manufacturing Chemical Purification D Metal Fabrication D (including precursors) Dental Offices D Metal Finishing D Porcelain Enameling D Dental Schools D Electroplating D Power Generation D Electroless Plating D Print Shop D Dental Clinics D Dry Cleaning D Anodizing D Research and Development □ Electrical Component D Coating (i.e. phosphating) D Rubber Manufacturing □ Manufacturing D Chemical Etching/Milling D Semiconductor Manufacturing □ Fertilizer Manufacturing D Printed Circuit Board D Soap/Detergent Manufacturing □ Film/ X-ray Processing D Manufacturing D Waste TreatmenVStora~e New Business? YesONoEJ SIC Code(s) if known: Date operation began/will begin: ______ _ T I I I? y □N □ If b · fl d 'b . I FIRSTGENERATIONTENANTIMPROVEMENTPROJECTONTHEFIRSTFLOORAND enan mprovemen. es o yes, rie y escn e1mprovemen . ___________________ _ NEW MEZZANINE FLOOR INCLUDING DEMOLITION ANO CONSTRUCTION OF NEW PARTITIONS, CEILINGS ANO FINISHES, ANO RELATED MECHANICAL, PLUMBING, AND ELECTRICAL. INTERIOR WORKONL Y Description of operations generating wastewater(discharged to sewer, hauled orevaporated):._N_IA _________ _ N/A Estimated volume of industrial wastewater to be discharged (gal/ day) : ______________________ _ Listhazardouswastesgenerated(type/volume):._N_i_A _____________________________ _ Have you applied for a Wastewater Discharge Permit from the Encina Wastewater Authority? YesD Date: ______ No□ Page 1 of 2 ENCINA WASTEWATER AUTHORITY INDUSTRIAL WASTEWATER DISCHARGE PERMIT SCREENING SURVEY 6200 Avenida Encinas, Carlsbad, CA 92011 Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com I "'" WM'llWAmt "'™"'"' -...... _ - The commercial enterprises listed below are a partial listing of businesses that are exempt from Industrial wastewater discharge permitting under normal operating conditions. They are exempt because (a) they discharge no process wastewater (i.e., they only discharge sanitary wastewater with no pollutants exceeding any local limits). and (b) they have no potential to negatively impact the EWPCF or other wastewater treatment plants in the ESS. Any questions regarding exemptions should be referred to EWA Source Control staff. □ Automobile Detailer s □ Barber/Beauty Shops □ Business/Sales Offices □ Cleaning Services □ CarpeUUpholstery □ Childcare Facilities □ Churches □ Community Centers □ Consulting Services □ Contractors □ Counseling Services □ Educational Services (no auto repair/film □ Financial Institutions/Services □ Fitness Centers □ Gas Stations (no car wash/auto repair) □ Grocery Stores (no film developing) □ Residential based Businesses developing) □ □ □ □ □ □ □ □ ~ □ □ □ □ □ □ □ □ Hotels/ Motels (no laundry) Laundromats Libraries Medical Offices (no x-ray developing) Mortuaries Museums Nail Salons Nursing Homes Office Buildings (no process fiow) Optical Services Pest Control Services (no pesticide repackaging for sale) Pet Boarding/Grooming Facilities Postal Services (no car wash/auto repair) Public Storage Facilities Restaurants/Bars Retail/Wholesale Stores (no autorepair/film developing) Theaters (Movie/Live) CERTIFICATION STATEMENT I certi/j' that the in/hrmulion ahm·e is true and correct to the best of my knowledge. KARA MATTHIES 03.04.2021 Signature: __ ~----~--=----•---Print Name: ____________ _ Date: ____ _ BREANDAN FOOTE PRINCIPAL Facility Contact: ___________ _ Title: _____________ _ ENCINA WASTEWATER AUTHORITY 6200AVENIDAENCINAS, CARLSBAD, CA Phone: 760-438-3941 Fax: 760-476-9852 SourceControl@encinajpa.com Page 2 of 2 ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool ..i If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. ..i Details on CAP ordinance requirements are available on the city's website . ..i A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: _P_A_C_IF_I_C_S_O_T_H_E_B_Y_'S_-_C_A_R_L_S_B_A_D ___ BP No. C,&:, '}...D2\-C:(flY PropertyAddress/APN: 2742 STATE STREET, CARLSABD, CA 92008 (APN: 203-181-19-00) Applicant Name/Co.: WARE MALCOMB (KARA MATTHIES) Applicant Address: 3911 SORRENTO VALLEY BLVD, SUITE 120, SAN DIEGO, CA 92121 Contact Phone: 858.638.7277 Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: KMA TTHIES@WAREMALCOMB.COM 1i 'V 17' ~~cj .. :;:;, Applicant Signature: _______________ Date:---------.:---_~ 1 r k 7 RevisedO~ B-50 Page 1 of6 City of Carlsbad Climate Action Plan Consistency Checklist ---------------------------------------------Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $ t sN:, {cR)\ - 0 Residential □ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV" $60,000 □ Electrical service panel upgrade only □ BPV;, $200,000 [!] Nonresidential □ New construction 0 Alterations: BPV;, $200,000 or additions ;, square feet 0 BPV;, $1,000,000 D ;, 2,000 sq. ft. new roof addition 1. Energy Efficiency A high-rise residential building is 4 or man, stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A, 3A, 18, 2B, 4A 38,4A N/A N/A All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only •Multi-family dwellings only where interior finishes are removed 1A, 4A' 18, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18,28,5 Building alterations of;, 75% existing gross floor area 28,5 1 B also applies if BPV;, $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A D Residential addition or alteration ~ $60,000 building pennlt valuation. □ N/A ________ _ See CMC section 18.30.190. D Exception: Home energy score;, 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one: □ Duct sealinq □ Attic insulation □ Cool roof □ Attic insulation □ 1978 and later Select one: □ Lighting package □ Water heating Package D Between 1978 and 1991 Select one: □ Duct sealina □Attic insulation □Cool roof D 1992 and later Select one: □ Lighting package □Water heating package B. [!] Nonresidential• new construction or alterations ~ $200,000 building pennit valuation, or additions ~ 1,000 square feel □ N/A Updated 8/15/2019 2 City 'of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division A5.2-Energy Efficiency. AS.203.1.1 Choose one: D .1 Outdoor lighting Cl .2 Warehouse dock seal doors a .3 Restaurant selVice water heating (comply with Calfomia Energy Code section 140.5, as amended) Ill N/A ________ _ a .4 Daylight design PAFs Cl .5 Exhaust air heat recovery AS.203.1.2.1 Choose one as applicable: □,95 Energy budget □.90 Energy budget □ NIA A5.211.1" □ On-site renewable energy IXI N/A AS.211.Jtt □ Green power (if offered by local utility provider, 50% minimum renewable sources) lli:I N/A AS.212.1 D Elevators and escalators IXI N/A AS.213.1 D Steel framing IX] N/A • Includes hotels/motels and high-rise residential buildings "For alterations;, $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: oomply with CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (28 below) instead. 2) tt project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc• sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) •Formula calculation where CFA = oonditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc B. D Nonresidential new construction or alterations ~$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: D If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: 011;, 10,000s.f. calculate: 15 kWdc x (GFA/10,000) •• kWdc .. Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/1512019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:' .. ______ x .80= Min. system size: ____ _ kWdc ... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A D Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMG section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMG 18.30.170(8) (low- rise residential) D Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A. D Residential New construction and major alterations• Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : □Multi-family residential· D Exception · Total Parking Spaces EVSE Soaces Proposed Capable Ready Calculations: Total EVSE spaces= .10 x Total par1<ing (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other-Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Installed Total 'Major alterations are: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building pennit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifarrily dwellings (three units or more without attached garages), alterations have a building pennit valuation ~ $200,000, interior finishes are removed and significant site wor1< and upgrades to structural and mechanical, electiical, and/or plumbing systems are proposed. B O Nonresidential new construction (includes hotels/motels) D Exception · Total Parking Spaces EVSE Soaces Proposed Capable Ready Installed Total Calculation· Refer to the table below· Total Number of Par1<inQ Soaces provided Number of reouired EV Soaces Number of required EVSE Installed Soaces I 0-9 1 1 □ 10-25 2 1 n 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 10 nArcent of total 50 rvarcent of Re<1uired EV Snaces Updated 8/15/2019 5 Cit5' of Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (T'DM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff ~II use the table below based on your submitted plans to determine ~ether or nor your permit requires a TOM pan. If TOM is applicable to your permit, staff ~II contact the applicant to develop a site-specific TOM plan based on the permn details. Ackno~edgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f., Office (all), 20 Restaurant 11 Retails 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1(JlhEdition 13 11 4.5 3.5 3 1 , For all office uses, use SAN DAG rate of 20 ADTl1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Cansbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature 1:u,,. ~ Date: 03.04.2021 Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): __________________ _ Phone Number: ------ Email Address: ___________________ _ Updated 8/15/2019 6 Business Name SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE OFFICE USE ONLY RECORD ID# __________________ I PLAN CHECK# __________________ I BP DATE PACIFIC SOTHEBY'S INTERNATIONAL REAL TY Business Contact RYAN SECRIST Telephone# (310) 750-5316 Project Address (include suite) 2741 STATE STREET, SUITE 101 Mailing Address (include suite) 1111 PROSPECT STREET, SUITE 100 City CARLSBAD City LAJOLlA State CA State CA Zip Code 92008 Zip Code 92037 Project Contact Applicant E-mail Telephone# APN# 203-181-19-00 Plan File# WARE MALCOMB (KARA MATTHIES) KMATTHIES WAREMALCOMB.COM 858.638.7277 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: {not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility"s Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives 13. Corrosives 14 Qtber Health Ha7ards 115. None ofThese. ! PART 11: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION HMO : If 1he answer to any of the questions is yes, applicant must contact the aunty a an iego Hazardous Materials Division, 5500 verland Avenue, uite 170, an Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: AUG 2021 Expected Date of Occupancy: SEPT 2021 (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO B IE] IE] □ IX) Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? I: Will your business store or handle carcinogens/reproductive toxins in any quantity? Will your business use an existing or install an underground storage tank? Will your business store or handle Regulated Substances (Ca1ARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 1 O)? El Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART 111: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCO): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@sdcounty.ca.gov; (858) 586-2650; or 1 D124 Old Grove Road, San Diego, CA 92131. 1. 2. 3. 4. 5. 6. YES NO 8 I!] □ ~ Will the project disturb 100 square feet or more of existing building materials? Will any load supporting structural members be removed? (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved building inspector course? □ D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a □ □ !El □ notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to the removal of a load supporting structural member(s) regardless of the presence of asbestos. Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an APCD permit. If yes, contact APCD prior to the issuance of a building permit. (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda ? Briefly describe business activities: Briefly describe proposed project: REAL ESTATE OFFICE ('B' OCCUPANCY) TENANT IMPROVEMENT ('B' OCCUPANCY) I declare under penalty of perjury that to the best of my knowledge and belief t e resoonses made herein are true and correct. KARA MATTHIES _ _:-t,,..:__...JL._· __________ _ Name of Owner gr Authorized Agent ) Signature of Owner or Authorized Agent 03 / 04 I 2021 Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION· BY: DATE: I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD *A stamp ,n this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permIttIng requirements may still apply HM-9171 (9118) County of San Diego -DEH -Hazardous Materials Division PERMIT REPORT Revision Permit Print Date: 10/21/2021 (city of Carlsbad Permit No: PREV2021-0081 Job Address: 2742 STATE ST, # 101, CARLSBAD, CA 92008 Status: Closed -Finaled Permit Type: BLDG-Permit Revision Parcel#: 2031811900 Valuation: $68,881.31 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Project Title: STATE STREET COMMONS Work Class: Commercial Permit Revis Track#: Applied: 06/11/2021 Lot#: Issued: 08/09/2021 Project#: DEV2019-0048 Fina led Close Out: 10/21/2021 Plan#: Construction Type: Orig. Plan Check#: CBC2021-0074 Plan Check #: Inspector: CRenf Final Inspection: Description: PACIFIC SOTHEBYS: DELTA 2; REVISED FLOOR PLAN REMOVAL OF PRIVATE OFFICES/RVISED STAIRS AND SECOND FLOOR DESI( Applicant: WARE MALCOMB KARA MATTHIES 3911 SORRENTO VALLEY BLVD, # STE 120 SAN DIEGO, CA 92121-1456-SAN DIEGO (858) 638-7277 FEE BUILDING PLAN CHECK REVISION ADMIN FEE MANUAL BLDG PLAN CHECK FEE Property Owner: STATE STREET COMMONS LLC 2659 STATE ST, # 100 CARLSBAD, CA 92008 Total Fees: $428.75 Total Payments To Date: $428.75 Building Division Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $393.75 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov CBC2021-0074 £:1i2 l.:2 l-c){_;'6} Delta 2 Original Plan Check Number __________ Plan Revision Number _________ _ ProjectAddress 2642 STATE STREET, SUITE 101, CARLSBAD, CA. 92008 S f . . D & • Revised floor plan, power and signal plan, reflected ceiling plan, General cope o Rev1s1on/ e,erred Submittal: ____________________ _ finish plan, elevations, stairs and related HVAC, plumbing and structural calculations I drawings. CONTACT INFORMATION: Name Kara Matthies Phone (858) 638-7277 Fax ~---------- Address 3911 Sorrento Valley Blvd. Suite 120 City San Diego Zip 92121 Email Address kmatth ies@waremalcomb.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [j] Plans [j] Calculations D Soils D Energy D Other 2. Describe revisions in detail REVISED FLOOR PLAN TO REFLECTED REMOVAL OF PRIVATE OFFICES AND MILLWORK ITEMS FROM SCOPE OF WORK. REVISED ELECTRICAL TO REFLECT REVISIONS PER REMOVAL OF PRIVATE OFFICES AND MILL WORK RE-DESIGN. REVISED REFLECTED CEIUNG PLAN, TITLE 24 ANO HVAC LAYOUT. REVISED ELEVATIONS TO REFLECT REVISIONS TO DESIGN, AND RELATED DETAILS. REVISED STAIRS AND SECOND FLOOR CONSTRUCTION I DESIGN. REVISED DETAILS PERTAINING TO REVISIONS TO STAIRS AND SECOND FLOOR. REVISED DOOR SCHEDULE. 4. Does this revision, in any way, alter the exterior of the project? D Yes 5. Does this revision add ANY new floor area(s)? 6. Does this revision affect any fire related issues? 0 No D Yes D Yes 0 No [j] No 3. list page(s) where each revision is shown AO. 1 / A0.6 / A2.1 A3.1 I E0.4 / E3.1 / A4.1 A4.1 / M0.2 / M0.3 I M2.1 I M2.2 I M3.1 A6.1 / A6.2 / A8.1 / AS.2 / AS.3 A6.2 I AB.4 A?.1 [j] No 7. Is this a complete s~t? [j] Yes £S'Signature __ ~-~------------ I635 Faraday Ave~8 Date 2021-06-09 fl:!: 7 60-602-27 I 9 fa11: 7 60-602-8558 Emait building@carJsbadca.gov www.carlsbadca.gov ✓• EsG1I DATE: 8-4-2021 JURISDICTION: Carlsbad D APPLICANT D JURIS. PLAN CHECK#.: CB-PREV2021-0081 (CBC2021-0074) PROJECT ADDRESS: 2741 State Street SET II PROJECT NAME: Internal TI and New Mezzanine-Coffee Shop and Offices-Revision Delta 2 & 3 □ □ □ □ □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: Mail Telephone (by/J'J' Fax /~on Email: REMARKS: By: Erich A. Kuchar, P.E. Enclosures: Approved Set EsGil 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2021-0074 (PREV2021-0074) 6-30-2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad (PREV2021-0074) PLAN CHECK#.: CBC2021-0074 PREPARED BY: Erich A. Kuchar, P.E. BUILDING ADDRESS: 2741 State Street BUILDING OCCUPANCY: B and A-2 BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Revision Della 2 Air Con::litioring Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance I 1997 UBC &nldmg Permit Fee -=.J .... ': -:--1: I 1997 UBC Plan Check F•• • '1: Type of Review: r Complete Review Repetitwe Fee "" ! • I Repeats , , * Based on hourly rate r Other p Hourly EaGilFee , DA TE: 6-30-2021 Reg. VALUE ($) Mod. r Structural Only ~Hrs.@* ~ $315.ool Sheet 1 of 1 DATE: 6-30-2021 JURISDICTION: Carlsbad ✓• EsG1I PLAN CHECK#.: CB-PREV2021-0081 (CBC2021-0074) PROJECT ADDRESS: 2741 State Street □ APPLICANT □ JURIS. SETI PROJECT NAME: Internal TI and New Mezzanine-Coffee Shop and Offices-Revision Delta 2 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. l:8J The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D EsGil staff did not advise the applicant that the plan check has been completed. l:8J EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Kara Matthies Telephone#: 858-638-7277 Date contacted: (by: Email: kmatthies@waremalcomb.com Mail Telephone Fax In Person 0 REMARKS: By: Erich A. Kuchar, P.E. Enclosures: EsGil 6-15-2021 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2021-0074 (PREV2021-0074) 6-30-2021 GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. Plans may be submitted in electronic format, subject to the jurisdiction's approval. If so, they must have restrictions removed from the security settings. Electronic plans with restrictions to markups, printing, or stamping will not be approved. 3. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 4. Please provide a response list indicating where each correction item has been addressed on the plans. I.e., specify the plan sheet, note, or detail number, calculation page, etc., where the item is corrected on the plans. 5. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: □Yes □ No STRUCTURAL Review Engineer: Erich A. Kuchar, P.E. SET: I 6. Combined set of revision plans did not include sheet S0.4. Please resubmit per the above instruction's COMPLETE sets for review for this revision. Carlsbad CBC2021-0074 (PREV2021-0074) 6-30-2021 BUILDING AND ACCESSIBILITY PLAN REVIEWER: Steven Miller, SET: I 7. Page A8.4 Details #2, and 3 Please state the connection of the guardrail, or state the location of the detail within the structural Pages. ADDITIONAL 8. Mechanical and Electrical revisions have been approved. Note: If you have any questions regarding this Building and Accessibility plan review list please contact Steven Miller at stmiller@esgil.com. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. STRUCTURAL CALCULATIONS For PACIFIC SOTHEBY'S-CARLSBAD 2742 State Street Suite 101 Carlsbad, CA 92008 Mezzanine Addition Mezzanine Floor Design Prepared for: Waremalcomb 3911 Sorrento Valley Blvd., Suite #120 San Diego, CA, 92121 CITY~ ,;,.,,,1?uc1'\~'<-,:;:- Pce0;,::: by '?una,l-«JI} /'J:lHTK STRUCTURAL ENGINEERS. LLP 14288, Danielson St #200, Poway, CA 92064 HTK Job# 21-511 Date: April 8, 2021 (PC#1) June 4. 2021 (Design Changes) July 1, 2021 (Design Changes) Revised Calculations (Design Changes) Changes Include: No concrete topping on deck. Re-design for footing clashes with existing. Column relocation. Framing revision. Page 1 of 51 "1J ~ <O ro "' g_ '" Project: Job No.: Description: Level: Dead Load: 3/4" Plywood Ceiling Floor Finish MEP/ Misc/ Fire Sprinkler Joists Girders Columns Partition RAM DL Input: Construction Live Load: Composite Live Load: Line Load: Pacific Sotheby's 21-511 Loading Criteria Mezzanine I Item (Total -RAM Self Wt. + Partition LL) Plywood Deck I Floor Seismic Notes 2.0 2.0 1.5 1.5 1.0 1.0 4.0 4.0 00 2.5 2.5 3.0 3.0 2.0 2.0 self wt in RAM 0.0 10.0 RAM Partition LL 16.0 psf 0.0 psf 0.0 psf 26.0 psf 14.0 20.0 psf 50.0 psf (Otlicc) (Cladding Walls) · i!7 HT K 14288 Danielson St, #200 /~ ' , Poway, CA 92064 S~T~R~U~C~Te=U~R=A~L~E;.N~G~IN~E~E~R~S;;;--. ~L;-L~P Project Title: Engineer: Project ID: Project Descr: [wood Beam f-';,·1'.(o:._; d JUL 2ri2i C ~:;pr•,·1 File: calcs:ec:o " Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 1.11 DESCRIPTION: Glulam Beam 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties --' Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2,400.0 psi 2,400.0 psi 1,650.0 psi E : Modulus of Elasticity Wood Species Wood Grade : DF/DF : 24F-V8 Fc -Prll Fe -Perp Fv Ft 650.0 psi 265.0 psi 1,100.0 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.120) ,L(O 3750) 5.125x18 5.125x18 Span = 7.50 ft Span = 20.50 ft Ebend-xx 1,800.0ksi Em in bend -xx 950 0 ksi Ebend-yy 1 ,600 0 ksi Eminbend-yy 850.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans D = 0.0160, L = 0.050 ksf, Tributary Width= 7.50 fl DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 0.471: 1 5.125x18 1,089.22psi 2,310.20psi Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs +D+L +H LL Comb Run ('L) 10.651ft Span#2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0 266 in Ratio = -0.389 in Ratio= 0.420 in Ratio= -0435 in Ratio= Maximum Forces & Stresses for Load Combinations ----------- Load Combination Max Stress Ratios Segment length Span# M V Cd C FN Ci Cr Cm +D+H Length = 7.50 ft 0.079 0.097 0.90 1.000 1.00 1.00 1.00 Length= 20.50 ft 2 0.115 0.097 0.90 0.963 1.00 1.00 1.00 +D+L +H, LL Comb Run ('LI 0.963 1.00 1.00 1.00 Length = 7 .50 ft 1 0.071 0.289 1.00 1.000 1.00 1.00 100 Length = 20.50 ft 2 0.471 0.289 1.00 0.963 1.00 1.00 1.00 +D+L +H, LL Comb Run (L ') 0.963 1.00 1.00 1.00 Length= 7.50 ft 1 0.262 0.191 1.00 1.000 1.00 1.00 1.00 Length= 20.50 ft 2 0.272 0.191 1.00 0.963 100 1.00 1.00 +D+L+H, LL Comb Run (LL) 0.963 1.00 1.00 1.00 Length = 7 .50 ft 1 0.262 0.320 100 1.000 100 1.00 1.00 Length = 20.50 ft 2 0.381 0.320 1.00 0.963 1.00 1.00 1.00 Load Combination Location of maximum on span Span# where maximum occurs I ,-·I >:::360 ~1r-1~->=360 :·•, >=240 ;. >=240 Ct CL 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 194 170.72 5.52 239.22 3.94 170.72 25.12 1,089 22 14.48 62804 14.48 628.04 14.48 628.04 20.30 880.00 Desi nOK 0.320 : 1 5.125x18 84.85 psi 265.00 psi +D+L +H. LL Comb Run (LL) 7.500ft Span# 1 Shear Values F'b V fv F'v --------------0.00 0.00 0.00 0.00 2160.00 1.42 23.07 238.50 2079.18 1.42 23.07 238.50 0.00 0.00 0.00 0.00 2400.00 4.70 76.49 265.00 2310.20 4.70 76.49 265.00 0.00 0.00 0.00 0.00 2400.00 3.11 50.52 265.00 2310.20 1.93 50.52 265.00 0.00 0.00 0.00 0.00 2400.00 5.22 84.85 265.00 2310.20 5.22 84.85 265.00 Page 3 of 51 Project Title: Engineer: ~HT K 14288 Danielson St, #200 Project ID: Poway, CA 92064 Project Descr: STRUCTURAL ENGINEERS, LLP Pm1tr:(I '_\ JUI /i',1;· 1 r, cdPM . File: calcs.ec6 Wood Beam Software copyright ENERCALC, INC.1983-2020, Build:12.20.5.17 1;11 .. DESCRIPTION: Glulam Beam 1 Load Combination Max Stress Ratios Moment Values Shear Values -. Segment Length Span# M V Cd C FN C; Cr Cm Ct CL M fb F'b V fv F'v -----------+D+Lr+H, LL Comb Run ('L) 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.057 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3000.00 1.42 23.07 331.25 Length= 20.50 ft 2 0.083 0.070 1.25 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 2887.74 1.42 23.07 331.25 +D+Lr+H, LL Comb Run (L ') 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.057 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3000.00 1.42 23.07 331.25 Length = 20.50 ft 2 0.083 0.070 1.25 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 2887.74 1.42 23.07 331.25 +D+Lr+H, LL Comb Run (LL) 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.057 0.070 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3000.00 1.42 23.07 331.25 Length= 20.50 ft 2 0.083 0.070 1.25 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 2887.74 1.42 23.07 331.25 +D+S+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 0.062 0076 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 2760.00 1.42 23.07 304.75 Length= 20.50 ft 2 0.090 0076 1.15 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 2656.72 1.42 23.07 304.75 +D<-0.750Lr<-0.750L +H, LL Comb R 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.057 0.191 1.25 1000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3000.00 3.88 63.13 331.25 Length= 20.50 ft 2 0.303 0.191 1.25 0.963 1.00 1.00 1.00 1.00 1.00 20.20 876.01 2887.74 3.88 63.13 331.25 +D<-0.750Lr<-0.750L +H, LL Comb R 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.171 0.125 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3000.00 2.54 41.33 331.25 Length= 20.50 ft 2 0.178 0.125 1.25 0.963 1.00 1.00 1.00 1.00 1.00 11.85 513.71 2887.74 1.80 41.33 331.25 +D<-0.750Lr<-0.750L +H, LL Comb R 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.171 0.210 1.25 1.000 1.00 1.00 1.00 1.00 100 11.85 513.71 3000.00 4.27 69.41 331.25 Length= 20.50 ft 2 0.249 0.210 1.25 0.963 1.00 1.00 1.00 1.00 1.00 16.60 719.81 2887.74 4.27 69.41 331.25 +0<-0.750L <-0.750S+H, LL Comb Rt 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.062 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 2760.00 3.88 63.13 304.75 Length= 20.50 ft 2 0.330 0.207 1.15 0.963 1.00 1.00 1.00 1.00 1.00 20.20 876 01 2656.72 3.88 63.13 304.75 +D<-0.750L <-0.750S+H, LL Comb Rt 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.186 0.136 1.15 1000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 2760.00 2.54 41.33 304.75 Length= 20.50 ft 2 0.193 0.136 1.15 0.963 1.00 1.00 1.00 1.00 1.00 11.85 513.71 2656.72 1.80 41.33 304.75 +D<-0.750L <-0.750S+H, LL Comb Rt 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.186 0.228 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 2760.00 4.27 69.41 304.75 Length = 20.50 ft 2 0.271 0.228 1.15 0.963 1.00 1.00 1.00 1.00 1.00 16.60 719.81 2656.72 4.27 69.41 304.75 +D<-0.60W+H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 0.044 0.054 1.60 1000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3840.00 1.42 2307 424.00 Length= 20.50 ft 2 0.065 0.054 1.60 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 3696.31 1.42 23.07 424.00 +D<-0.750Lr<-0.750L<-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.044 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3840.00 3.88 63.13 424.00 Length= 20.50 ft 2 0.237 0.149 1.60 0.963 1.00 1.00 1.00 1.00 1.00 20.20 876 01 3696.31 3.88 63.13 424.00 +D<-0.750Lr<-0.750L <-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.134 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3840.00 2.54 41.33 424.00 Length= 20.50 ft 2 0.139 0.097 1.60 0.963 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3696.31 1.80 41.33 424.00 +D<-0.750Lr<-0.750L<-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 0.134 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3840.00 4.27 69.41 424.00 Length= 20.50 ft 2 0.195 0.164 1.60 0.963 1.00 1.00 1.00 1.00 1.00 16.60 719.81 3696.31 4.27 69.41 424.00 +D<-0.750L <-0.750S<-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.044 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3840.00 3.88 63.13 424.00 Length = 20.50 ft 2 0.237 0.149 1.60 0.963 1.00 1.00 1.00 1.00 1.00 20.20 876 01 3696.31 3.88 63.13 424.00 +D<-0.750L <-0 750S<-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.134 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3840.00 2.54 41.33 424.00 Length= 20.50 ft 2 0.139 0.097 1.60 0.963 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3696.31 1.80 41.33 424.00 +D<-0.750L<-0.750S<-0.450W+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 1 0.134 0.164 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.85 513.71 3840.00 4.27 69.41 424.00 Length = 20.50 ft 2 0.195 0.164 160 0.963 1.00 1.00 1.00 1.00 1.00 16.60 719.81 3696.31 4.27 69.41 424.00 <-0.60D<-0.60W<-0.60H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.027 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.36 102.43 3840.00 0.85 13.84 424.00 Length= 20.50 ft 2 0.039 0.033 1.60 0.963 1.00 1.00 1.00 1.00 1.00 3.31 143.53 3696.31 0.85 13.84 424.00 +D<-0.70E<-0.60H 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .50 ft 0.044 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3840.00 1.42 23.07 424.00 Length = 20.50 ft 2 0.065 0.054 1.60 0.963 1.00 1.00 1.00 1.00 1.00 5.52 239.22 3696.31 1.42 23.07 424.00 +D<-0.750L <-0.750S<-0.5250E+H, LL 0.963 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.50 ft 1 0.044 0.149 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.94 170.72 3840.00 3.88 63.13 424.00 Length= 20.50 ft 2 0.237 0.149 1.60 0.963 1.00 1.00 1.00 1.00 1.00 20.20 87601 3696.31 3.88 63.13 424.00 Page 4 of 51 · n HT K 14288 Danielson St, #200 /~' , Poway,CA92064 S~T~R~U~C-T""U~R~A~L--=Ec.N~G=I N-c-=EccEc--cR~S=, ~L-c=L'=P Wood Beam , ... DESCRIPTION: Glulam Beam 1 Load Combination Max Stress Ratios Segment Length Span# M V .0"1J.750L "11750S"11.5250E->li, LL Length = 7 .50 ft 1 0.134 Length=20.50ft 2 0.139 .0"11.750L "11.750S"11.5250E->li, LL Length=7.50ft 1 0.134 Length= 20.50 ft 2 0.195 "11.60D"11.70E->li Length = 7 .50 ft Length= 20.50 ft 2 0.027 0.039 0.097 0.097 0.164 0.164 0.033 0.033 1.60 1.60 1.60 1.60 1.60 1.60 0.963 1000 0.963 0.963 1.000 0.963 0.963 1000 0.963 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: Engineer: Project ID: Project Descr: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Vertical Reactions Support notation : Far left is #1 Fi~: calcs.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Moment Values Shear Values M fb F'b V Iv F'v 0.00 0.00 0.00 0.00 11.85 513.71 3840.00 2.54 41.33 424.00 11.85 513.71 3696.31 1.80 41.33 424.00 0.00 0.00 0.00 0.00 11.85 513.71 3840.00 4.27 69.41 424.00 16.60 719.81 3696.31 4.27 69.41 424.00 0.00 0.00 0.00 0.00 2.36 102.43 3840.00 0.85 13.84 424.00 3.31 143.53 3696.31 0.85 13.84 424.00 Values in KIPS ---- Load Combination Support 1 Overall M~A~X~im~u~m-------------- Overall MINimum .0->li .O<l->li, LL Comb Run ('L) .O<l->li, LL Comb Run (L') .O<l ->li, LL Comb Run (LL) .O<lr->li, LL Comb Run ('L) .O<lr->li, LL Comb Run (L ') .O<lr->li, LL Comb Run (LL) .O+S->li +D"11.750Lr"11.750L->li, LL Comb Run (' +D"11.750Lr"11.750L->li, LL Comb Run (L .0"11.750Lr"11.750L->li, LL Comb Run (L .0"11.750L "11.750S+H, LL Comb Run ('L .0"11.750L "11.750S+H, LL Comb Run (L' .0"11.750L "11.750S->!i, LL Comb Run (LL .0"11.60W->ii .0"1J.750Lr"11.750L "11.450W->li, LL Comb .0"11.750Lr"11.750L "11.450W->li, LL Comb .0"11.750Lr"11.750L "11.450W->li, LL Comb +D"11.750L "11.750S"11.450W+H, LL Comb .0"11.750L "11750S"11450W+H, LL Comb .0"11.750L "11750S"11.450W+H, LL Comb "1160D"11.60W"1160H .0"11.70E"11.60H .0"11.750L "11.750S"11.5250E->li, LL Comb .0"11.750L "11.750S"11.5250E->li, LL Comb +D"11.750L "11.750S"11.5250E->li, LL Comb "11.60D"11.70E->li D Only L Only, LL Comb Run (*L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) H Only Support 2 Support 3 9.848 5.087 7.171 3.329 2.677 1.243 6.521 5.087 6.004 0728 9.848 4.572 2.677 1.243 2.677 1.243 2.677 1.243 2.677 1.243 5.560 4.126 5.172 0.857 8.055 3.740 5.560 4.126 5.172 0.857 8.055 3.740 2.677 1.243 5.560 4.126 5.172 0.857 8.055 3.740 5.560 4.126 5.172 0.857 8.055 3.740 1.606 0.746 2.677 1.243 5.560 4.126 5.172 0.857 8.055 3.740 1.606 0.746 2.677 1.243 3.844 3.844 3.327 -0.514 7.171 3.329 Page 5 of 51 -[Tl HT K 14288 Danielson St, #200 /~ ' , Poway, CA 92064 =s~T~R--u~c"T"'u=R~A~L~E~N'G=1N=E~E"R=s~, 'L'L~P Project Title: Engineer: Project ID: Project Descr: P~1r,te(i ! 3 .J!_ IL 2(L ~ I~, 5 ~f--'~.-1 ile: cak:s:ec:5 . ! Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 ,;11 DESCRIPTION: Glulam Beam 2 CODE REFERENCES ------------------------ Ca I cu I at ions per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 2,400.0 psi 2,400.0 psi 1,650.0 psi E : Modulus of Elasticity Wood Species Wood Grade : DF/DF : 24F-V8 Fe -Prll Fe -Perp Fv Ft 650.0 psi 265.0 psi 1,100.0psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0 25) L(1 75) 0(0.0880\ L(0.2750) 5.125x18 5.125x18 Span= 5.0 ft Span = 23.50 ft Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Eminbend-yy 850.0ksi Density 31.210 pcf Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans D = 0.0160, L = 0.050 ksf, Tributary Width= 5.50 ft Load for Span Number 1 Point Load: D = 0250, L = 1.750 k@O.O ft (Stringer (14psfDL + 100 psf LL)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 0.479 1 5.125x18 1,090.70psi 2,278 86psi Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs +D+L +H LL Comb Run ('L) 12.078ft Span# 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0 221 in Ratio= -0.287 in Ratio= 0.556 in Ratio= -0.353 in Ratio= Maximum Forces & Stresses for Load Combinations ---· ---------------------------------- Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C; Cr Cm --------------· +04-1 Length = 5.0 ft 0.052 0.083 0.90 1.000 1.00 1.00 1.00 Length = 23.50 ft 2 0.131 0.083 0.90 0.950 1.00 1.00 1.00 +O<l 4-1, LL Comb Run ('L) 0.950 1.00 1.00 1.00 Length= 5.0 h 1 0.047 0.249 1.00 1.000 1.00 1.00 1.00 Length = 23.50 h 2 0.479 0.249 1.00 0.950 1.00 1.00 1.00 +O<l 4-1, LL Comb Run (L ') 0.950 1.00 1.00 1.00 Length = 5.0 h 1 0.267 0.205 1.00 1.000 1.00 1.00 1.00 Length = 23.50 It 2 0.281 0.205 1.00 0.950 1.00 1.00 1.00 +O<l 4-1, LL Comb Run (LL) 0.950 1.00 1.00 1.00 Load Combination Location of maximum on span Span# where maximum occurs : 44 >=360 4 ',. >=360 >' >=240 >=240 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Moment Values M fb 2.60 112.73 6.21 269.34 2.60 112.73 25.15 1,09070 14.79 641.19 14.79 641.19 Desi n OK 0.281 : 1 5.125x18 7441 psi 265.00 psi +D+L +H. LL Comb Run (LL) 5.000ft Span# 1 Shear Values F'b V fv 0.00 0.00 0.00 F'v 0.00 2160.00 1.22 19.90 238.50 2050.97 1.22 19.90 238.50 0.00 0.00 0.00 0.00 2400.00 4.06 65.98 265.00 2278.86 4.06 65.98 265.00 0.00 0.00 0.00 0.00 2400.00 3.35 54.44 265.00 2278.86 1.74 54.44 265.00 0.00 0.00 0.00 0.00 Page 6 of 51 Project Title: Engineer: AP HT K 14288 Danielson St,#200 Project ID: Poway, CA 92064 Project Descr: STRUCTURAL ENGINEERS. LLP ~''11Itecl 1 JUL 2n21 r, :-,/PM LWood Beam File: calcs.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 1.,, DESCRIPTION: Glulam Beam 2 Load Combination Max Stress Ratios Momef1t Values Shear Values Segment Length Span# M V Cd C FN C; c, Cm C t CL M fb F'b V Iv F'v Length= 5.0 ft 1 0.267 0.281 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.79 641.19 2400.00 4.58 74.41 265.00 Length = 23.50 ft 2 0.372 0.281 1.00 0.950 1.00 1.00 1.00 1.00 1.00 19.56 848.21 2278.86 4.58 74.41 265.00 +D+Lr+H, LL Comb Run ('LI 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.038 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3000.00 1.22 19.90 331.25 Length = 23.50 ft 2 0.095 0.060 1.25 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 2848.57 1.22 19.90 331.25 +D+Lr+H. LL Comb Run (L') 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.038 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3000.00 1.22 19.90 331.25 Length= 23.50 ft 2 0.095 0.060 1.25 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 2848.57 1.22 19.90 331.25 +D+Lr+H, LL Comb Run (LL) 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.038 0.060 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3000.00 1.22 19.90 331.25 Length= 23.50 ft 2 0.095 0.060 1.25 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 2848.57 1.22 19.90 331.25 +O+S+H 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 0.041 0.065 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 2760.00 1.22 19.90 304.75 Length= 23.50 ft 2 0.103 0.065 1.15 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 2620.69 1.22 19.90 304.75 +D->-0.750Lr->-0.750L+H, LL Comb R 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.038 0.164 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3000.00 3.35 54.46 331.25 Length= 23.50 ft 2 0.311 0.164 1.25 0.950 1.00 1.00 1.00 1.00 1.00 20.41 885.08 2848.57 3.35 54.46 331.25 +D->-0.750Lr->-0.750L +H, LL Comb R 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.170 0.131 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509 08 3000.00 2.67 43.39 331.25 Length = 23.50 ft 2 0.179 0.131 1.25 0.950 1.00 1.00 1.00 1.00 1.00 11.74 509 08 2848.57 1.61 43.39 331.25 +D->-0.750Lr->-0.750L +H, LL Comb R 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.170 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509 08 3000.00 3.74 60.78 331.25 Length= 23.50 ft 2 0.247 0.183 1.25 0.950 1.00 1.00 1.00 1.00 1.00 16.22 703.27 2848.57 3.74 60.78 331.25 +D->-0.750L->-0.750S+H, LL Comb R, 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.041 0.179 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 2760.00 3.35 54.46 304.75 Length = 23.50 ft 2 0.338 0.179 1.15 0.950 1.00 1.00 1.00 1.00 1.00 20.41 885.08 2620.69 3.35 54.46 304.75 +D->-0.750L->-0.750S+H, LL Comb R, 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.184 0.142 115 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509.08 2760.00 2.67 43.39 304.75 Length= 23.50 ft 2 0.194 0.142 1.15 0.950 1.00 1.00 1.00 1.00 1.00 11.74 509.08 2620.69 1.61 43.39 304.75 +D->-0.750L->-0.750S+H, LL Comb R, 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.184 0.199 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509.08 2760.00 3.74 60.78 304.75 Length = 23.50 ft 2 0.268 0.199 1.15 0.950 1.00 1.00 1.00 1.00 1.00 16.22 703.27 2620.69 3.74 60.78 304.75 +C->-0.60W+H 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 0.029 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3840.00 1.22 19.90 424.00 Length = 23.50 ft 2 0.074 0.047 1.60 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 3646.17 1.22 19.90 424.00 +C->-0.750Lr->-0.750L->-0.450W+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.029 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3840.00 3.35 54.46 424.00 Length= 23.50 ft 2 0.243 0.128 1.60 0.950 1.00 1.00 1.00 1.00 1.00 20.41 885.08 3646.17 3.35 54.46 424.00 +C->-0.750Lr->-0.750L->-0.450W+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.133 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509.08 3840.00 2.67 43.39 424.00 Length = 23.50 ft 2 0.140 0.102 1.60 0.950 1.00 1.00 1.00 100 1.00 11.74 509.08 3646.17 1.61 43.39 424.00 +C->-0.750Lr->-0.750L->-0.450W+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.133 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509 08 3840.00 3.74 60.78 424.00 Length = 23.50 ft 2 0.193 0.143 1.60 0.950 1.00 1.00 1.00 1.00 1.00 16.22 703.27 3646.17 3.74 60.78 424.00 +C->-0.750L->-0.750S->-0.450W•H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 0.029 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3840.00 3.35 54.46 424.00 Length= 23.50 ft 2 0.243 0.128 1.60 0.950 1.00 1.00 1.00 1.00 1.00 20.41 885.08 3646.17 3.35 54.46 424.00 +C->-0.750L->-0.750S->-0.450W+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.133 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509.08 3840.00 2.67 43.39 424.00 Lengtli = 23.50 ft 2 0.140 0.102 1.60 0.950 1.00 1.00 1.00 1.00 1.00 11.74 509.08 3646.17 1.61 43.39 424.00 +C->-0.750L->-0.750S->-0.450W+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.133 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.74 509.08 3840.00 3.74 60.78 424.00 Length= 23.50 ft 2 0.193 0.143 1.60 0.950 1.00 1.00 1.00 1.00 1.00 16.22 703.27 3646.17 3.74 60.78 424.00 ->-0.600->-0.60W->-0.60H 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.018 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.56 67.64 3840.00 0.73 11.94 424.00 Length= 23.50 ft 2 0.044 0.028 1.60 0.950 1.00 1.00 1.00 1.00 1.00 3.73 161.60 3646.17 0.73 11.94 424.00 +D->-0.70E->-0.60H 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 0.029 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.60 112.73 3840.00 1.22 19.90 424.00 Length= 23.50 ft 2 0.074 0.047 1.60 0.950 1.00 1.00 1.00 1.00 1.00 6.21 269.34 3646.17 1.22 19.90 424.00 +C->-0.750L->-0.750S->-0.5250E+H, LL 0.950 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Page 7 of 51 -n HT K 14288 Danielson St, #200 /~ ' , Poway, CA 92064 -s-T-R=u~c"'T"'U~R~A~L----=Ees-N~G=1N=E"'E=R~S~. ~L~L=P Project Title: Engineer: Project ID: Project Descr: Wood Beam ,.1, DESCRIPTION: Glulam Beam 2 load Combination Max Stress Ratios ---- Segment Length Span# M V Cd C FN Ci Cr Cm C t CL Length= 5.0 ft 1 0.029 0.128 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length= 2350 ft 2 0.243 0.128 1.60 0.950 1.00 1.00 1.00 1.00 1.00 +0+0.750L +0.750S+0.5250E->!i, LL 0.950 1.00 1.00 1.00 1.00 1.00 Length= 5.0 It 1 0.133 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length= 23.50 It 2 0.140 0.102 1.60 0.950 1.00 1.00 1.00 1.00 1.00 +D+0.750L +0.750S+0.5250E->!i, LL 0.950 1.00 1.00 1.00 1.00 1.00 Length= 5.0 It 1 0.133 0.143 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length= 23.50 It 2 0.193 0.143 1.60 0.950 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E->li 0.950 1.00 1.00 1.00 1.00 1.00 Length= 5.0 It 0.018 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Length= 23.50 ft 2 0.044 0.028 1.60 0.950 1.00 1.00 1.00 1.00 1.00 Vertical Reactions Support notation : Far left is #1 Support 1 Support 2 Support 3 P'llll!:'J I'.-\ Jl_lL ;:>,J;:; ,: ~~ Pr.~ ile: calCS.ecS- Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Moment Values Shear Values M fb F'b V fv F'v 2.60 112.73 3840.00 3.35 54.46 424.00 20.41 88508 3646.17 335 54.46 424.00 0.00 0.00 0.00 0.00 11.74 509 08 3840.00 2.67 43.39 424.00 11.74 509.08 3646.17 1.61 43.39 424.00 0.00 0.00 0.00 0.00 11.74 509.08 3840.00 3.74 60.78 424.00 16.22 703.27 3646.17 3.74 60.78 424.00 0.00 0.00 0.00 0.00 1.56 67.64 3840.00 0.73 11.94 424.00 3.73 161.60 3646.17 0.73 11.94 424.00 Values in KIPS Load Combination Overall MAXimum Overall MINimum +0->li .. ----------9=.04~4--4~.3=9=0 _________ _ +D+L->li, LL Comb Run ('L) +D+L->li, LL Comb Run (L ') +D+L->li, LL Comb Run (LL) +D+Lr->li, LL Comb Run ('L) +D+Lr->li, LL Comb Run (L') +D+Lr->li, LL Comb Run (LL) +D+S+H +0+0.750Lr+0.750L->li, LL Comb Run(' +0+0.750Lr+0.750L->li, LL Comb Run (L +0+0.750Lr+0.750L->li, LL Comb Run (L +0+0.750L +0.750S+H, LL Comb Run ("L +0+0.750L +0.750S+H, LL Comb Run (L • +0+0.750L +0.750S+H, LL Comb Run (LL +0+0.60W->li +0+0.750Lr+0.750L +0.450W->li, LL Comb +0+0.750Lr+0.750L +0.450W->li, LL Comb +0+0.750Lr+0.750L +0.450W->li, LL Comb +0+0.750L +0.750S+0.450W->!i, LL Comb +0+0.750L +0.750S+0.450W->!i, LL Comb +0+0.750L +0.750S+0.450W+H, LL Comb +0.60O+0.60W+0.60H +D+0.70E+0.60H +0+0.750L +0.750S+0.5250E->li, LL Comb +0+0.750L +O 750S+0.5250E+H, LL Comb +0+0.750L +0.750S+0.5250E+H, LL Comb +0.60D+0.70E+H D Only L Only, LL Comb Run ('L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) H Only 6.875 2.713 2.170 1.158 5.401 4.390 5.813 0.640 9.044 3871 2.170 1.158 2.170 1.158 2.170 1.158 2.170 1.158 4.593 3.582 4.902 0.769 7.326 3.193 4.593 3.582 4.902 0.769 7.326 3193 2.170 1.158 4.593 3.582 4.902 0.769 7.326 3.193 4.593 3.582 4.902 0.769 7.326 3.193 1.302 0.695 2.170 1.158 4.593 3.582 4.902 0.769 7.326 3193 1.302 0.695 2.170 1.158 3.231 3.231 3.644 -0.519 6.875 2.713 Page 8 of 51 · i!7 HT K 14288 Danielson St, #200 c,./_~--~ •_.-ca ·cc.-.-=~~~~= Poway, CA 92064 STRUCTURAL ENGINEERS, LLP Project Title: Engineer: Project ID: Project Descr: Pr1ri'.eci 13 JlJL 20;::1 ._: <::(1PM Wood Beam --------File: calcs.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 1:11 DESCRIPTION: Joist 2x8@ 16" CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.15 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7.15 Fb + 900.0 psi 900 O psi f: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir·Larch : No.2 Fb - Fe· Prll Fe• Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(0 021328) LIO 06665) 2x8 Span= 10.50 ft 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Ebend• xx 1,600.0ksi Eminbend • xx 580.0ksi Density 31 .21 0 pcf Repetitive Member Stress Increase Applied Loads Service loads entered Load Factors will be applied for calculations ---------- Uniform Load· D = 0 0160, L = 0 050 ksf, Tributary Width= 1.333 ft (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.891: 1 2x8 1,107.20psi 1,242.00psi +D+L 5.250ft Span# I Maximum Shear Stress Ratio Section used for this span 0.241 in Ratio= 0.000 in Ratio= 0.318 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span# where maximum occurs : >=360 <360 . :,, , >=240 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb -------- DOnly Length= 10.50 ft 0.240 0.085 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.29 268.41 +O+l 1.200 1.00 1.15 1.00 1.00 1.00 Length= 10.50 ft 0.891 0.315 1.00 1.200 1.00 1.15 1.00 1.00 1.00 1.21 1,107.20 +D<-0.750L 1.200 1.00 1.15 1.00 1.00 1.00 Length= 10.50 ft 0.578 0.204 125 1200 1.00 1.15 1.00 1.00 1.00 0.98 897.51 <-0 600 1200 1.00 1.15 1.00 1.00 1.00 Length= 10.50 ft 1 0.081 0.029 1.60 1200 1.00 1.15 1.00 1.00 1.00 0.18 161.05 Vertical Reactions Support notation : Far left is #1 ·------- Load Combination Support 1 Support2 Overall MAXimurTI 0.462 -7f462 Overall MINimum 0.350 0.350 D Only 0.112 0.112 F'b 0.00 1117.80 0.00 1242.00 0.00 1552.50 0.00 1987.20 Values in KIPS Desi n OK V 0.00 0.10 0.00 0.41 0.00 0.33 0.00 0.06 0.315: 1 2x8 56.73 psi 180.00 psi +D+L 0.000ft Span# I Shear Values fv 0.00 F'v 0.00 13.75 162.00 0.00 0.00 56.73 180.00 0.00 0.00 45.99 225.00 0.00 0.00 8.25 288.00 Page 9 of 51 -i!7 HT K 14288 Danielson St, #200 ,_/ __ ~---'==----• _ _,, ·=--=-'"-----=~= Poway, CA 92064 STRUCTURAL ENGINEERS, LLP Wood Beam ,.,, Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Joist 2x8@ 16" Vertical Reactions Load Combination Support 1 Support notation : Far left is #1 Support 2 ------..O+l ..0..0.750L ..0.60D LOnly 0.462 0.374 0.067 0.350 0.462 0.374 0.067 0.350 P·11,t1c·J ;-; .JUl 7(J~'1 ,3 ~/•~'r,~ File: calci8CO-~ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Values in KIPS Page 10 of 51 · i!7 HT K 14288 Danielson St, #200 /~' , Poway,CA92064 '°s~T~R~u~c"'T,=U~R~A-L----":E"',N~G~I N~E~E~R~s'". ~L--L~P Project Title: Engineer: Project ID: Project Descr: ---____ r•, __ ·1n __ te---ci_C __ 2 JUN 2()~'1 4 IJi\PM --File: caki.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 1.11 DESCRIPTION: Stair Tread CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7•16 Load Combination Set: ASCE 7•16 Material Properties ----- Analysis Method: Allowable Stress Design Load Combination ASCE 7 .15 Fb + 875 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir·Larch : No2 · Completely Unbraced ><------------------· I • Fb- Fe -Prll Fe. Perp Fv Ft ----'- 9 250 X 2 50 Span = 4 750 ft 875 psi Ebend· xx 1300ksi 600 psi Eminbend -xx 470ksi 625 psi 170 psi 425 psi Density 31.21pcf X ~pplied Load_i;__ __ _ Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Poinl Load. L = 0.30 k@ 2.40 ft, (Point Load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.526 1 9.250 X 2.50 459.81 psi 875.00psi +D+L +H Maximum Shear Stress Ratio Section used for this span 2.392ft Span# 1 0.074 in Ratio= 0. 000 in Ratio = 0.078 in Ratio= 0.000 in Ratio= Load Combination Location of maximum on span Span# where maximum occurs '"' >=360 <360 ,>=240 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C; c, Cm Ct CL M lb +Q..+j Length = 4.750 ft 0.022 0.005 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.60 +D+L ..+j 1.000 1.00 1.00 1.00 1.00 1.00 Length = 4.750 ft 0.526 0.062 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.37 459.81 +D+lr..+j 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.750 ft 0.016 0.003 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.60 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.750 ft 0.017 0.004 115 1.000 1.00 1.00 1.00 1.00 1.00 0.01 17.60 +D+0.750Lr+0.750L ..+j 1.000 100 100 100 100 100 Length= 4.750 ft 0.319 0.038 1.25 1.000 1.00 100 1.00 1.00 1.00 0.28 34926 +D+0.750L +0.750S+H 1.000 1.00 100 1.00 1.00 1.00 Length = 4.750 ft 0.347 0.041 115 1.000 1.00 1.00 100 1.00 1.00 0.28 349.26 +D+0.60W..+j 1.000 1.00 1.00 1.00 1.00 100 F'b 0.00 787.50 0.00 875.00 0.00 1093.75 0.00 1006.25 0.00 1093.75 0.00 1006.25 0.00 Desi nOK 0.062 : 1 9.250 X 2.50 10.54 psi 170.00 psi +D+L +H 4.542ft Span# 1 Shear Values -- V Iv F'v 0.00 0.00 0.00 0.01 0.70 153.00 0.00 0.00 0.00 0.16 10.54 170.00 0.00 0.00 0.00 0.01 0.70 212.50 0.00 0.00 0.00 O.D1 0.70 195.50 0.00 0.00 0.00 0.12 8.08 212.50 0.00 0.00 0.00 0.12 8.08 195.50 0.00 0.00 0.00 Page 11 of51 · n HT K 14288 Danielson St, #200 /~' , Poway,CA92064 ~S~T~R~u=c2'T"'u'=R~A~L-;E~N'G~IN.--.-.,E"'E°'R~S=. 'L-;'L~P Wood Beam 1,11 DESCRIPTION: Stair Tread Load Combination Max Stress Ratios Segment Length Span# M --- Length= 4.750 ft 1 +O+D.750Lr+D. 75DL +D.450W..+I Length= 4.750 ft 1 +O+D.750L +D.75DS+D.45DW+H Length= 4.750 ft +D.6DD+D.6DW+D.6DH Length = 4.750 ft +O+D.7DE+D.6DH Length= 4.750 ft 1 +O+D.75DL +D.75DS+D 5250E..+I Length= 4.750 ft +D 60D+D.7DE..+I Length= 4.750 ft 1 0.013 0.249 0.249 0.008 0.013 0.249 0.008 V 0.003 0.030 0.030 0.002 0.003 0.030 0.002 Cd C FN C; Cr 1.60 1.000 1.00 1.00 1.000 1 DD 1.00 1.60 1.000 1 DD 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 Project Title: Engineer: Project ID: Project Descr: Cm Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 DD 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 DD 1.00 1.00 1 DD 1.00 1.00 1.00 1.00 1 DD 1.00 1.00 1 DD 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Vertical Reactio~n~s~---Support notation : Far left is #1 Load Combination Overall MAXimu_m ___ _ Overall MINimum +O..+I +O+L..+I +O+Lr..+I -+O+S++-l +O+D.750Lr+D.75DL .+I +O+D.75DL +D.75DS+H +O+D 60W..+I +O+D.750Lr+D.75DL +D.45DW..+I +O+D.75DL +D.75DS+D.450W..+I +D.60D+0 6DW+D.6DH +D+D.7DE+D.6DH +D+D 750L +D.75DS+D.5250E..+I +D.60D+D.7DE..+I D Only LOnly H Only Support 1 Support 2 0.160 D 163 .. 0.148 0.152 0.012 0.012 0.160 0.163 0.012 0.012 0.012 0.012 0.123 0.126 0.123 0.126 0.012 0.012 0.123 0.126 0.123 0.126 0.007 0.007 0.012 0.012 0.123 0.126 0.007 0.007 0.012 0.012 0.148 0.152 F'·11~:e.,cJ n JUN :?\1~··1 4 04F'M File: calcs.e· Software copyright ENERCALC, INC, 1983-2020, Build:12.20.5.17 '. Moment Values Shear Values M fb F'b V fv F'v ·---·- 0.01 17.60 1400.00 0.01 0.70 272.00 0.00 0.00 0.00 0.00 0.28 349.26 1400.00 0.12 8.08 272.00 0.00 0.00 0.00 0.00 0.28 349.26 1400.00 0.12 8.08 272.00 0.00 0.00 0.00 D DD 0.01 10.56 1400.00 0.01 D.42 272.00 0.00 0.00 0.00 0.00 0.01 17.60 1400.00 001 0.70 272.00 0.00 ODD 0.00 0.00 0.28 349.26 1400.00 0.12 8.08 272.00 0.00 0.00 0.00 ODD 0.01 10.56 1400.00 0.01 0.42 272.00 Values in KIPS Page 12 of 51 Seismic Design-RAM Frame Analysis Page 13 of 51 4/8/2021 ATC Hazards by Location L\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 2742 State St, Carlsbad, CA 92008, USA 33.1620102, -117.3503546 45 ft 2021-04-09T06 :21 :41 . 706Z Seismic ASCE7-16 II D-default shna Island ssentlal , Habitat . Go gle Basic Parameters Name Value Description Ss 1.081 MCER ground motion (period=0.2s) S1 0.391 MCER ground motion (period=1.0s) SMs 1.298 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 0.865 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -.'Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.894 Coefficient of risk (0.2s) CR1 0.905 Coefficient of risk (1 .0s) PGA 0.477 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.573 Site modified peak ground acceleration Temecula 0 45 ft ' -Cle.eland Borre Sprln Oce de W National Forest 0 Escondido Anza- o 0{ Stat Mt lagu --0 San [li~nn V ,Map data ©2021 Google, INEGI Page 14 of 51 https://hazards.atcouncil.org/#/seismic?lat=33.1620102&Ing=-117.3503546&address=27 42 State St%2C Carlsbad%2C CA 92008%2C USA 1/2 - 4/8/2021 TL 8 SsRT 1.081 SsUH 1.209 SsD 1.5 S1RT 0.391 S1UH 0.432 S1D 0.6 PGAd 0.587 * See Section 11 .4.8 ATC Hazards by Location Long-period transition period (s) Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1 .0s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1 .0s) Factored deterministic acceleration value (PGA) The results md1cated here DO NOT reflect any state or local amendments to the values or any delmeat,on Imes made during the bwldmg code adoption procoss Users should confirrr ant output obtamed from /his tool wtlh the local Authority Havmg Jurisdiction before proceeding .,.,,th des,gr> Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 15 of 51 https://hazards.atcouncil.org/#/seismic?lat=33.1620102&1ng=-117 .3503546&address=27 42 State St%2C Carlsbad%2C CA 92008%2C USA 2/2 BASE SHEAR 2019 CBC/ ASCE 7-16 Equivalent Lateral Force Procedure Project: Pacific Sotheby's Job No.: 21-511 Building Data Building: 1 Story Mezzanine LFRS: Special Cant'I Column Direction: X & Y Occupancy Category = II Table 1604 5, 2016 CBC Importance Factor, le = 1.00 Table 1 5-2 ASCE 7-16 • Note: All references are from ASCE 7-16 unless noted otherwise. Seismic Ground Motion Values Section 11.4 ASCE 7-16 S5 = 1.081 From geotech or Figs 22-1 to 11 S1 = 0.391 From geotech or Figs 22-1 to 11 Site Class = D From geotech or Table 20 3-1 TL = 8 sec Figs.22-12 to 16 ASCE 7-16 Seismic Design Category L D =-_]rabies 116-1 &2ASCE7-16 Building Period Section 12.8.2 ASCE 7-16 C1 = 0.02 Table 12.8-2 x = 0.75 Table12.8-2 hn = 12.00 ft Height of Bwlding Tb= 0.000 sec From Analysis Base Shear Section 12.8 ASCE 7-16 W= 15.8 kips R = 2.5 2.5 (Input zero to use Ta) Total Structure Weight Table 12 2-1 Table 12. 2-1 F = a 1.20 Table 11.4-1 F = V 1.91 Table 11 4-2 SMs = FaSs = 1.297 Eq 11 4-1 SM1 : F.S1: 0.746 Eq 11 4-2 Sos = (2/3)SMs = 0.865 Eq 11.4-3 So1 = (2/3)SM1 = 0.498 Eq 11 4-4 Ta= C1 h/ = 0.129 sec Eq 128-7 Cu= 1.40 Table128-1 Ta.max = Cu Ta= 0.181 sec Section 12 8 2 Period= 0.129 sec «--used for design 0.129 sec «--used for drift Section 12 8 6 2 For Design Only For Drift Only c.= Cs.max = Cs. max = Cs.min = Sos/ (RIie) = 0.346 So, I [T (R/10)] = 1.544 So, TL I [T2 (R/10 )] = N/A max{ 0.01, 0 044S0510 } = 0.038 Eq 12 8-2 Eq 12 8-3. for T s TL Eq 12 8-4. for T> TL Eq 12 8-5 1f S , < 0 6g Cs max= 0.346 c. = 1.544 Cs = NIA Cs. min = max{ 0.01 , 0.044Sosl0, 0.5S1/(R/10)} = NIA Eq 12 8-5 and 12 8-6 if S , ~ 0 6g Cs. m,n = 0.038 Cs.min = N/A Use, Cs = 0.346 (LRFD) t-------------t .__ __ V_o_es ... ig.._n_=_5_.4_7 __ __,Kips (Eq.12.8.1) Use, c. = 0.346 V dnft = CsW = Allowable Drift = 5.47 kips 0.020 h sx Table 12 12-1 Page 16 of 51 itaBase: Mezzanine 3 1 2021 ., Q) U'.) (1) ~ ...j s. ~ A 03/01/2021 23 :43 :2~ • • 4 Criteria, Mass and Exposure Data RAM Structural System RAM Frame 17.02.01 .23 ~ Bentley Data13asc: Mezzanine 7 I 2021 CRITERIA: Rigid End Zones: Member Force Output: !'-Delta: Yes Ground Level: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ti): 2.00 Merge Node Tolerance (in): 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-ot~plane Stitfoess Included in Analysis. Rotational Fixities Released at Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) DIAPHRAGM DAT A: Story Mezzanine Diaph # Diaph Type 1 Semi rigid Disconnect Internal Nodes of Beams: Yes Disconnect Nodes outside Slab Boundary: Yes Semirigid Diaphragm Parameters: Use Slab Edges for Exterior Boundary Calculate Diaphragm Mass llard Node Density Factor: 1.00 STORY MASS DATA: Includes Self Mass of: Columns (Half mass of columns above and below) Calculated Values: Story Mezzanine Story Mezzanine Diaph # Diaph # I Weight Mass kips k-s2/ft 15.82 0.49 Combine None MMI ft-k-s2 51 Xm ft 14.16 Distributed Mass Values for Pseudo-Flexible or Meshed Diaphragms: Story Diaph # Total Weight Total Mass kips k-s2/ft Mcnanine 15.82 0.491 WIND EXPOSl!R•: DATA: Calculated Values: Story Diaph # Building Extents (ft) Ym ft 6.86 07/01/21 12:33:30 EccX ft 1.47 EccY ft 0.75 " Criteria. Mass and Exposure Data . ,., RAMStrnclur~ISyslem RAM fran1c 17.02.01.23 Page 2/2 i:[i Bentley DataBasc: Mezzanine 7 1 2021 07/01/21 12:33:30 Min X MaxX Min Y MaxY ft Mezzanine 0.00 29.50 -0.00 15.00 Full 0.00 STORY GRAVITY LOADS DATA: Includes Weight of: Columns Live Load Reduction (Calculated) Reducible: 3.69% Storage: 0.00% Roof: 0.00 '¾, Calculated Values: Story Diaph # Dead Xe Ye Live Xe Ye kips ft ft kips ft ft Mezzanine 11.20 14.33 6.49 28.93 9.82 4.35 Story· Diaph # Roof Xe Ye Combine kips ft ft Mezzanine 0.00 0.00 0.00 None Page 19 of 51 Loads and Applied Forces RAM S1,uctur~I System RAM Frame 17.02.01.23 i;;,'] Bentley DataHase: Mezzanine 7 1 2021 LOAD CASE: EQ Seismic ASCE 7-16 Equivalent Lateral Force Importance Factor: 1.00 TL: 8.00 s Site Class D: Stiff Soil. Default Ss: 1.081 g SI: 0.391 g Fa: 1.200 Fv: 1.909 SDs: 0.865 g Risk Category: 11 Seismic Design Category: D Provisions for: Force Ground Level: Base SDI: 0.498 g 07/01/21 12:59:12 Dir Eccent R Ta Equation Building Period-T X + And -2.5 Std.Ct=0.020.x~0. 75 Calculated y + And-2.5 Std.Ct=0.020.x=0. 75 Calculated Dir Ta Cu T T -used Cs Eq 12.8-2 Cs -used X 0.127 1.400 0.428 0.178 0.346 0.346 Dir Ta Cu T T -used Cs Eq 12.8-2 Cs -used y 0.127 1.400 0.481 0.178 0.346 0.346 Exception 2 per Section 11.4.8 is applied for site class D with S 1 > 0.2 Total Building Weight (kips) = 15.86 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716_X_+E_F Level Diaph.# Mezzanine I It Ji 11. 75 Fx kips 5.49 Applied Loads for Pseudo-Flexihlc or Scmirigid Diaphragms: Story Diaph # Sum Fx kips Mc7.zaninc 5.488 APPLIED STORY FORCES Type: LQ ASCI 716_X_,F_F I .en:I I It n Mcnaninc 11. 75 Fx kirs 5.49 5.49 ly kirs 0. 00 5.49 0.00 Fy kips 0.00 Sum Fy kips 0.000 0.00 k 1.000 k 1.000 X ti 14.17 y n 7.61 Page 20 of 51 Loads and Applied Forces RAM Structurnl System RAM Frame 17.02.01.23 ~ Bentley DataBasc: Mezzanine 7 I 2021 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716_X_-E_F Level Diaph.# Mezzanine lit Ii 11. 75 Fx kips 5.49 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx kips Mezzanine 5.488 APPLIED STORY FORCES Type: EQ_ASCE716_X_-E_F l~vel Ht ft Mezzanine 11. 75 APPLIED DIAPHRAGM FORCES Type: l'Q_ASCE716_Y_+L_ F Level Diaph.# Mezzanine Fx kips 5.49 5.49 Fy kips 0.00 5.49 0.00 I It Fx ft kips 11. 75 0.00 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: StoI') Diaph # Sum Fx kips Menanine 0.000 APPLIED STORY FORCES Type: J:Q_ASCF716 Y +E F I.eve! I It n Mezzanine I I. 75 0.00 Fx kips 0.00 0.00 h kips 5.49 5.49 Fy kips 0.00 Sum Fy kips 0.000 0.00 Fy kips 5.49 Sum Fy kips 5.488 5.49 X ft 14.17 X ft 15.64 Page 2/4 07/01/21 12:59:12 y ti 6.11 y n 6.86 Page 21 of 51 Loads and Applied Forces RAM Structural System RAM Frame 17.02.01.23 ~ieentley OataBasc: Mezzanine 7 I 2021 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE716_Y_-E_F Level Diaph.# Mezzanine Ht ft 11. 75 Fx kips 0.00 Applied Loads for Pseudo-Flexible or Scmirigid Diaphragms: Story Oiaph # Sum Fx kips Mezzanine 0.000 APPLIED STORY FORCES Type: EQ_ASCT716_ Y_-E_F Level Ht ft Mezzanine 11. 75 (J.00 Fx kips 0.00 0.00 Fy kips 5.49 5.49 Fy kips 5.49 Sum Fy kips 5.488 5.49 X ft 12.69 Page 3/4 07/01/21 12:59:12 y Ji 6.86 Page 22 of 51 Loads and Applied Forces . - ~AMStruct11ralSys1em RAM Fraine 17.02.01.23 ~;Bentley DataBasc: Mezzanine_ 7 _ 1 _ 2021 Page 4/4 07/01/21 12:59:12 LOAD MULTI PLIERS FOR ECCENTRIC LOADING ON SEMI RIGID DIAPHRAGM:SEISMIC AND RESPONSE SPECTRA LOAD CASES Story: Diaph. #: I Mezzanine Loading Direction +X -X +Y -Y Top Region 1.19 0.81 Bottom Region 0.82 1.18 Left Region 0.82 1.18 Right Region Page 23 of 51 1.20 0.80 Frame Reaction Envelope RAM Frame 17.02.01.23 "'MS"""'"'""'"" DataBase: Mezzanine 7 I 2021 i:;J Bentley Building Code: 113C CRITERIA: Rigid End Zones: Ignore Efkcts At Face of Joint Member Force Output: P-Delta: Yes Scale factor: 1.00 Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Line (ft): 2.00 Merge Node Tolerance (in) : 0.0 I 00 Geometry Tolerance (in): 0.0050 Walls Out-ol:p]ane Stiffness Included in Analysis. Rotational fixities Released at Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D Dead Load RAMUSER RAMlJSER Lp El E2 E3 E4 PosLiveLoad 1:Q EQ EQ EQ EQ_ ASCE716_X_+E_f EQ_ASCE716_X_-E_F EQ_ASCF716_ Y _ +E_F EQ_ASCF716_ Y _-F_F USER DEFINED LOAD COMBINATIONS: 1 * 1.000 D 2 * 1.000 D + 1.000 Lp , * 1.121 D + 0.700 Fl .l 4 * 1.121 [)+0.7001'2 5 * 1.121 D + 0.700 F3 6 * 1.121 D + 0.700 IA 7 * 1.121 D-0.700 Fl 8 * 1.121 D-0.7001:2 9 * 1.121 D -0.7001:3 10 * 1.121 D-0.700 E4 11 * 1.091 [) + (l.750 Lp I 0.525 FI 12 * 1.091 D + 0.750 l.p + 0.525 12 13 * 1 .091 I)+ (l.750 Lp + 0.525 1:3 14 * 1.091 D + 0. 750 l .p + 0.525 1-:4 15 1.091 D + 0. 750 I .p -0.525 I•: 1 1 (, * 1.091 D + 0.750 1.p -0.525 1:2 17 * 1.091 I)+ 0.750 1.p -0.525 F3 18 * 1.091 D + 0. 750 1.p -0.525 IA 19 * 0.4 79 D + 0. 700 11 20 * 0.4 79 lJ + 0. 700 L2 21 * 0.479 lJ + 0.700 L3 22 * 0.4 79 I)+ 0. 700 IA 07/01/21 12:58:20 Page 24 of 51 Frame Reaction Envelope RAM Frame 17.02.01 .23 Page JI' _1 _, RAMS!ructuralSystern DataBase: Mezzanine __ 7 __ I 2021 07/01/21 12:58:20 f;;,'] Bentley Building Code: !BC '7 -·' * 0.479 D -0.700 El 24 * 0.479 D -0.700 E2 25 * 0.479 D -0.700 E3 26 * 0.479 D -0.700 E4 * ~ Load combination currently selected to use REACTION MAXIMA AND MINIMA: Frame #1: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 11 Max: 0.65 0.95 9.54 11.37 7.73 0.66 LC: 8 10 2 6 8 6 Min: -0.65 -0.95 1.29 -1 1.3 7 -7.73 -0.66 LC: 4 6 19 10 4 10 Frame #2: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 12 Max: 0.63 0.84 11.76 10.17 7.62 0.67 LC: 8 1 0 2 6 8 6 Min: -0.63 -0.84 1 .41 -10.17 -7.62 -0.67 LC: 4 6 19 10 4 10 Frame #3: Node Rx Ry Rz Mxx Mn Tzz kips kips kips kip-ft kip-ft kip-ft 13 Max: 0.67 0.85 9.41 10.18 7.96 0.67 LC: 7 10 2 6 7 6 Min: -0.67 -0.85 1.16 -10.18 -7.96 -0.67 LC: 7 6 19 10 7 10 .1 ·' Frame #4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 14 Max: 0.66 0.51 2.59 6.07 7.74 0.59 IC: 8 9 ' 5 8 6 Min: -0.66 -0.51 0.42 -6.07 -7.74 -0.59 LC: 4 5 19 9 4 10 Frame #5: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Max: 0.64 0.51 4.27 6.07 7.63 0.64 IC: 8 9 7 5 8 6 Min: -0.64 -0.51 0.60 -6.07 -7.63 -0.64 Page 25 of 51 .41·• ,~· Frame Reaction Envelope i~ RAM Frame 17.02.01.23 -RAMSrru~turalSystem Datal3ase: Mezzanine_ 7 _ l _ 2021 ~;sentley Building Code: !BC Node LC: Frame #6: Node 16 Max: LC: Min: LC: Rx 4 Rx kips 0.67 7 -0.67 0 ·' Ry 5 Ry kips 0.51 9 -0.51 5 Rz 19 Rz kips 3.45 2 0.52 19 Mxx 9 Mxx kip-ft 6.07 5 -6.07 9 Myy 4 Myy kip-ft 7.97 7 -7.97 0 ~ Tzz 10 Tzz kip-ft 0.63 6 -0.63 10 Page 3/3 07/01/21 12:58:20 Page 26 of 51 RAM Strnctural System Frame Reaction Envelope RAM Frame 17.02.01.23 DataBase: Mezzanine 7 1 2021 i::;'J Bentley Building Code: IBC CRITERIA: Rigid End Zones: Ignore Effects At Face of Joint Member Force Output: P-Delta: Y cs Scale Factor: 1.00 Ground Level: Base Mesh Criteria : Max. Distance Between Nodes on Mesh Linc (ti): 2.00 Merge Node Tolerance (in): 0.()100 Geometry Tolerance (in): 0.0050 Walls Out-of~plane Stilfoess Included in Analysis. Rotational Fixities Released at Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included al Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) LOAD CASE DEFINITIONS: D Lp El E2 E3 E4 DeadLoad PosLi veLoad EQ EQ EQ EQ RAMl/SER RAMUSER EQ_ASCE716_X_ +E_F l!Q_ASCl•716_X_-E_F EQ_ASCE716_ Y_+E_F EQ_ASCf 716_ Y _-f'_F USER DEFINED LOAD COMBINATIONS: 1 * 1.000 D 2 * 1.000 D + 1.000 Lp 1 * 1.121 D + 0.700 El _, 4 * 1.121 D + 0.700 E2 5 * 1.121 D + 0.700 E3 6 * 1.121 D + 0. 700 E4 7 * 1.121 D-0.700[1 8 * 1.121 D -0.700 L2 9 * 1.121D-(J.7001•3 10 * 1.121 D-0.700E4 11 * 1 .091 D + (J.750 Lp 1 0.525 El 12 * 1 .091 D + (J.750 Lp + 0.525 12 1, -' * I .091 D + 0. 750 Lp + 0.525 13 14 * 1.091 D 1 0.750 1.p + 0.525 1'4 15 * 1.091 D + 0. 750 l .p -0.525 I·: I 16 * 1.091 D + 0.750 Lp -0.525 12 17 * 1.09 I D + 0. 750 Lp -0.525 13 18 * 1.09 I D + (J.750 Lr -0.525 L4 19 * 0.479 D + 0.700 Fl 20 * 0.4 79 D 1 0. 700 F2 21 * 0.479 D 1 (J.700 13 77 * 0.479 D + 0.700 IA 07/01/21 12:59:12 Page 27 of 51 Frame Reaction Envelope RAM Frame 17.02.01.23 . RAMStructuralSystem DataBase: Mcz1:anine_7_1 2021 i:;] Bentley Building Code: !BC 7' _j * 0.479 D -0.700 El 24 * 0.479 D -0.700 E2 25 * 0.4 79 0 -0. 700 E3 26 * 0.4 79 0 -0. 700 E4 27 * 1.400 D 28 * 1.200 D + 1.600 Lp 29 * 1.373 D + 0.500 Lp + 1.300 El 30 * 1.373 0 + 0.500 l.p + 1 .300 E2 31 * 1.373 0 + 0.500 Lp + 1.300 E3 32 * 1.373 0 + 0.500 Lp + I .300 E4 33 * 1.373 D + 0.500 Lp -1.300 El 34 * 1.373 D + 0.500 Lp -1 .300 E2 35 * 1.373 D + 0.500 l.p -1.300 E3 36 * 1.373 D + 0.500 Lp -1 .300 E4 37 * 1.373 D + 1.300 E 1 38 * 1.3 73 D + 1.300 E2 39 * 1.373 D+ 1.300 E3 40 * 1.3 73 D + 1.300 E4 41 * 1.373 D-1.300 El 42 * 1.373 D-1.300 E2 43 * 1.3 73 D -1.300 E3 44 * 1.373 D-1.300 E4 45 * 0. 727 D + 1.300 E 1 46 * 0.727 D + 1.300 I-:2 47 * 0. 727 D + 1.300 E3 48 * 0.727 D + 1.300 IA 49 * 0.727 0-1.300 El 50 * 0. 727 D -1.300 I 2 51 * 0. 727 0 -1.300 1'3 52 * 0. 72 7 D -1.300 1-:4 * = Load combination currently sdcct'-!<l to use REACTION MAXIMA AND MINIMA: F'rame #1: Node 11 Max: l.C: Min: l.C: Frame #2: Node 12 Max: Rx kips 1.21 34 -1.21 30 Rx kips 1.17 Ry kips 1.77 36 -1.77 '7 .L Ry kips 1.57 Rz kips 14.20 28 1 .29 19 Rz kips 17.64 Mxx kip-ft 21.12 '7 .L -21.12 36 Mxx kip-ft 18.89 Myy kip-ft 14.36 34 -14.36 30 Mn kip-ft 14.14 Tzz kip-ft 1.22 '' .L -1.22 36 Ta kip-ft Page 2/3 07/01/21 12:59:12 1.25 Page 28 of 51 Frame Reaction Envelope RAM Frame 17.02.01.23 Page 3/3 ;, - RAM Structural Sysrnm DataBasc: Mezzanine 7 1 2011 07/01/21 12:59:12 ~iBentley Building Code: !BC Node Rx Ry Rz Mxx Myy Tzz LC: 34 36 28 32 34 '7 ~- Min: -1.17 -1.57 1.41 -18.89 -14.14 -1.25 LC: 30 32 19 36 30 36 Frame #3: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 13 Max: 1.24 1.58 14.08 18.91 14.79 1.25 LC: 33 36 28 32 33 32 Min: -1.24 -1.58 1.16 -18.91 -14.79 -1.25 LC: 29 32 19 36 29 36 Frame #4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 14 Max: 1.22 0.96 3.80 11.27 14.37 1.09 LC: 34 35 28 31 34 32 Min: -1.22 -0.96 0.42 -11.27 -14.37 -1.09 LC: 30 31 19 35 30 36 Frame #5: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 15 Max: 1.19 0.95 6.33 11.27 14.17 1.19 LC: 34 35 28 31 34 32 Min: -1.19 -0.95 0.60 -11.27 -14.17 -1.19 LC: 30 31 19 35 30 36 Frame #6: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 16 Max: 1.25 0.95 5.09 11.27 14.80 1.17 LC: " J5 28 3 1 " '7 .)J .L) .L Min: -1.25 -0.95 0 52 -11.27 -14.80 -1.17 I.C: 29 31 19 35 29 36 Page 29 of 51 Building Story Shears RAM Structural System RAM Frame 17.02.01.23 ~ Bentley DataBase: Mezzanine 7 1 2021 CRITERIA: Rigid End Zones: Member Force Output: !'-Delta: Yes Ground I.eve!: Base Mesh Criteria : Ignore Effects At Face of Joint Scale Factor: 1.00 Max. Distance Between Nodes on Mesh Line (ft): 2.00 Merge Node Tolerance ( in) : 0.0100 Geometry Tolerance (in): 0.0050 Walls Out-oJ:plane Stilfoess Included in Analysis. Rotational Fixities Released al Wall Foundation Nodes. Sign considered for Dynamic Load Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis: Eigen Vectors (Subspace Iteration) Load Case: D DeadLoad RAMUSER Level Diaph. # Shear-X kips Mezzanine -0.00 Summary -Total Story Shears Level Shear-X kips Mezzanine -0.00 Load Case: Lp PosLivcLoad RAMUSER Level Diaph. # Shear-X kips Mezzanine -0. 00 Summary -Total Story Shears Level Shear-X kips Mezzanine -0.00 Load Case: EI Len! EQ EQ_ASCE716_X_+E_F Mezzanine Summary· -Total Story· Shears Level Mezzanine Diaph. # Shcar-X kips 5.49 Shcar-X kips 5.49 Shear-Y kips -0.00 Change-X kips -0.00 Shear-Y kips -0.00 Change-X kips -0.00 Shcar-Y kips 0. 00 Changc-X kips 5.49 Shear-Y kips -0.00 Shear-Y kips -0.00 Shcar-Y kips 0.00 07/01/21 12:59:12 Change-Y kips -0.00 Change-Y kips -0.00 Changc-Y kips (). 00 Page 30 of 51 • , c:,-.;; -..; Building Story Shears , :AMStrncturalSy:em RAM Frame 17.02.01.23 ~ Bentley Data13asc: Mezzaninc _ 7 _ 1 _ 2021 Load Case: E2 Level EQ EQ_ASCE716_X_-E_F Diaph. # Shear-X Mezzanine Summary -Total Story Shears Level Mczz.aninc Load Case: E3 EQ EQ ASCE716 y -- Level Diaph. # Mezzanine Summary -Total Story Shears Level Mezzanine +E kips 5.49 Shcar-X kips 5.49 F - Shear-X kips 0,00 Shear-X kips 0,00 Load Case: E4 EQ EQ_ASCE716_ Y _-E_F Level Diaph. # Shcar-X kips Mezzanine -0,00 Summary -Total Story Shears Level Shear-X kips Mezzanine -0,00 Shcar-Y kips 0 _ 00 Change-X kips 5.49 Shear-Y kips 5.49 Change-X kips 0,00 Shear-Y kips 5.49 Change-X kips -0 _ 00 Shear-Y kips (l.00 Shear-Y kips 5.49 Shear-Y kips 5.49 Page 212 07/01/21 12:59:12 Change-Y kips 0,00 Changc-Y kips 5.49 Change-Y kips 5.49 Page31 of51 j Seismic Design-Drift Check Note: Previous analysis holds good since seismic weight reduced. Page 32 of 51 • RAM Structural System 17.02.00.130 RAMStructuralSy5tem DataBase: Mezzanine_ 3 _~I_ 2021 ~ Bentley Huilding Code: !BC CRITERIA: Rigid End Zones: Ignore Effects Member rorce Output: At Face of Joint Drift 03/01/21 21:55:56 Steel Code: !BC P-Dclta: Yes Scale Factor: 1.00 Ground Level: Base LOAD CASE DEFINITIONS: [) Dead Load RAMlJSER Lp El E2 E3 E4 PosLivcLoad EQ EQ EQ EQ RAMlJSER EQ_ASCE716_X_ +L_F EQ_ASCF716_X_-L_F EQ_ASCE716_ Y_+E_F EQ_ASCE716_ Y _-E_F lJSER DEFINED LOAD COMBINATIONS: I * 1.000 D 2 * 1.000 D + 1.000 Lp 3 * l.108D+0.700EI 4 * 1.108 D + 0.700 E2 5 * 1.108 D + 0.700 E3 6 * I. I 08 D + 0. 700 E4 7 * 1.108 D-0.700 El 8 * 1.108 D-0.700 E2 9 * 1.108 D-0.700 E3 10 * 1.108 D-0.700 E4 I I * 1.081 D + 0. 750 l.p + 0.525 EI 12 * 1.081 D + (J.750 Lp + 0.525 E2 13 * 1.081 D + 0. 750 Lp + 0.525 E3 14 * 1.081 D + 0. 750 I .p t 0.525 E4 15 * 1.081 D + 0.750 Lp-0.525 l·:I I 6 * 1.08 I D + 0. 750 Lp -0.525 E2 17 * 1.081 D + 0. 750 Lp -0.525 1-3 18 * 1.081 D + 0. 750 l.p -0.525 E4 19 * 0.492 D + 0. 700 LI 20 * 0.492 D + 0. 700 E2 21 * 0.492 D + 0. 700 E3 ,, * 0.492 D + 0.700 1.4 ,, __ ) * 0.492 D -0. 700 LI 24 * 0.492 D -0.700 1·2 2:i * 0.492 D -0. 700 F3 26 * 0.492 I) -0.700 1.4 * ~ Load combination currently sdcctcd to use Allowable Elastic Displacement = (0.02 x H x 12)/Cd = (0.02x11.33x12)/2.5 = 1 09 in Not Exceeded. Drift OKAY Max elastic displacement = 1.064 in Max inelastic displacement = 1.064 x (2 5/1) = 2.66 in Max story drfit of main steel structure at 11 33 ft = 0.02 X 11.33 X 12 = 2.72 in Seismic Gap= (2 66 + 2.72 ) ·· = 3.8 in Provided 4 inch. OKAY Page 33 of 51 '¾:·~· ~ Drift '.-3::: i,<t~ ;:~ RAM Structural System 17.02.00.130 • RAMStrm;1uralSvs1em Datanasc: Mczzanine_] __ .1_2021 ~'Bentley Building Code: ll3C Page 2/4 03/01/2121 :55:56 Steel Code: !BC Displacements for semirigid diaphragm are reported based on nodal displacements near to selected point. RESULTS: Location (ft): (0.000, 0.000) Story LdC Displacement Sto11· Drift Drift Ratio X y X y X y in in in in Mezzanine -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 2 -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 3 0.6168 0.1140 0.6168 0.1140 0.0045 0.0008 4 0.6541 0.0050 0.6541 0.0050 0.0048 0.0000 5 -0.0662 0.8501 -0.0662 0.8501 0.0005 0.0063 6 -0. I 392 1.0643 -0.1392 1.0643 0.0010 0.0078 7 -0.6168 -0.1140 -0.6168 -0.1140 0.0045 0.0008 8 -0.6541 -0.0050 -0.6541 -0.0050 0.0048 0.0000 9 0.0662 -0.850 I 0.0662 -0.8501 0.0005 0.0063 10 0.1392 -1.0643 0.1392 -1.0643 0.0010 0.0078 1 I 0.4626 0.0855 0.4626 0.0855 0.0034 0.0006 12 0.4905 0.0038 0.4905 0.0038 0.0036 0.0000 13 -0.0496 0.6376 -0.0496 0.6376 0.0004 0.0047 14 -0.1044 0.7983 -0.1044 0.7983 0.0008 0.0059 15 -0.4626 -0.0855 -0.4626 -0.0855 0.0034 0. 0006 16 -0.4905 -0.0038 -0.4905 -0.0038 0.0036 0.0000 17 0.0496 -0.63 76 0.0496 -0.6376 0.0004 0.004 7 18 0.1044 -0.7983 0.1044 -0.7983 0.0008 0.0059 19 0.6168 0.1140 0.6168 0.1140 0.0045 0.0008 20 0.6541 0.0050 0.6541 0.0050 0.0048 0.0000 21 -0.0662 0.8501 -0.0662 0.850 I 0.0005 0.0063 ')") -0.1392 1.0643 -0.1392 1.0643 ().()()] () 0.0078 ..,, ~-' -0.6168 -0.1140 -0.6168 -0.1140 0. 004 5 0.0008 24 -0.6541 -0.0050 -0.6541 -0.0050 0.0048 0.0000 25 0.0662 -0.850 I 0.0662 -0.8501 0.0005 0.0063 26 0.1392 -1.0643 0.1392 -1 .0643 (J.00 I 0 0.0078 Location (ft): (0.000, 13.SOO) Sto11· LdC Displacement Sto11· Drift Drift Ratio X y X y X y in in in in Mezzanine -0. 0000 -0. 0000 -0.0000 -0.0000 0.0000 0.0000 -0.0000 -0.0000 -0. 0000 -0.0000 0.0000 0.0000 0.6980 0.1 139 0.6980 0.1139 0.0051 0.0008 4 0.6577 0.0050 0.6577 0.0050 0.0048 o. 0000 Page 34 of 51 Drift . RAM Structural System 17.02.00.130 Page 3/4 RAMS!ructuralSystem DataBasc: Mezzanine_ 3 _ 1 _ 2021 OJ/01/21 21 :55:56 ~ Bentley Building Code: !BC Steel Code: IBC Story LdC Displacement Story Drift Drift Ratio 5 0.0717 0.8501 0.0717 0.8501 0.0005 0.0063 6 0.1508 1.0644 0.1508 1.0644 0.001 I 0.0078 7 -0.6980 -O.I D9 -0.6980 -0.1139 0.0051 0.0008 8 -0.6577 -0.0050 -0.6577 -0.0050 0.0048 0.0000 9 -0.0717 -0.850 I -0.0717 -0.8501 0.0005 0.0063 10 -0.1508 -1.0644 -0.1508 -1.0644 0.0011 0.0078 11 0.5235 0.0854 0.5235 0.0854 0.0039 0.0006 12 0.4932 0.0037 0.4932 0.0037 0.0036 0.0000 13 0.0538 0.6376 0.0538 0.6376 0. 0004 0.0047 14 0.1131 0.7983 0.1131 0.7983 0.0008 0.0059 15 -0.5235 -0.0854 -0.5235 -0.0854 0.0039 0. 0006 16 -0.4932 -0.003 7 -0.4932 -0.0037 0.0036 0.0000 17 -0.0538 -0.6376 -0.0538 -0.63 76 (J.0004 0.0047 18 -0.1 I 31 -0. 7983 -0.1131 -0.7983 0.0008 0.0059 19 0.6980 0.1139 0.6980 0.1139 0.0051 0.0008 20 0.6577 0.0050 0.6577 0.0050 0.0048 0.0000 21 0.0717 0.8501 0.0717 0.8501 0.0005 0.0063 22 0.1508 1.0644 0.1508 1.0644 0.001 I 0.0078 7' __ , -0.6980 -0.1139 -0.6980 -0.1139 0.0051 0.0008 24 -0.6577 -0.0050 -0.6577 -0.0050 0.0048 0.0000 25 -0.0717 -0.8501 -0.0717 -0.8501 0.0005 0.0063 26 -0.1508 -1 .0644 -0.1508 -I .0644 0.0011 0.0078 Location (ft): (29.498, 0.030) StOI)" LdC Displacement Story Drift Drift Ratio X y X y X y in in in in Mezzanine 0. 0000 0.0000 0.0000 0.0000 0.0000 0.0000 7 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 ' 0.6169 -0.0628 0.6169 -0.0628 0.0045 0.0005 -' 4 0.6539 -0.0028 0.6539 -0.0028 0.0048 0.0000 5 -0.0661 0.5484 -0.0661 0.5484 0.0005 0.0040 6 -0.1387 0.4302 -0.1387 0.4302 0.0010 0. ()OJ 2 7 -0.6 I 69 0.0628 -0.6169 0.0628 0.0045 0.0005 8 -0.6539 0.0028 -0.6539 0.0028 0.0048 0.0000 9 0.0661 -0.5484 0.0661 -0.5484 0 .0005 0 .0040 10 0.1387 -0.4302 0.1387 -0.4302 0.0010 0.0032 11 0.4627 -0.0471 0.4627 -0.0471 0.0034 0.0003 12 0.4904 -0.0021 0.4904 -0.0021 0.0036 0.0000 1] -0.0495 0.41L1 -0.0495 0.4 I I 3 0. 0004 0. 00 3 0 14 -0.1040 0.3227 -0.1040 0.3227 0 0008 0.0024 15 -0.4627 0.04 71 -0.4627 0 0471 0.0034 O.OOOJ 16 -0.4904 0.0021 -0.4904 0.0021 0.0036 0.0000 17 0.0495 -0.4113 0.0495 -0.41 13 0.0004 Page Ys<bV~P Drift ., RAM Structural System 17.02.00.130 Page 4/4 RAMStrucTUralSvstem DataBase: Mczzanine_J_l_ 2021 03/01/21 21 :55:56 ~-.Bentley Building Code: !BC Steel Code: !BC Sto11· LdC Displacement Story Drift Drift Ratio 18 0.1040 -0.3227 0,1040 -0,3227 0.0008 0.0024 19 0.6169 -0.0628 0.6169 -0.0628 0.0045 0.0005 20 0.6539 -0.0028 0.6539 -0,0028 0,0048 0.0000 21 -0,0661 0,5484 -0.0661 0.5484 0.0005 0.0040 22 -0.1387 0.4302 -0, 1387 0.4302 0.0010 0.0032 ?' -·' -0.6169 0.0628 -0.6169 0.0628 0.0045 0.0005 24 -0,6539 0.0028 -0.6539 0.0028 (l.0048 0.0000 25 0.0661 -0,5484 0.0661 -0.5484 0.0005 0.0040 26 0.1387 -0.4302 0.1387 -0.4302 0,001() 0.0032 Location (ft): (29.498, 13.503) Story LdC Displacement Story Drift Drift Ratio X y X y X V in in in in Mezzanine 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 2 0.0000 0 ,()000 0.0000 0.0000 0.0000 0.0000 3 0,6977 -0.0627 0.6977 -0,0627 0.005 I 0.0005 4 0.6574 -0.0027 0.6574 -0.0027 0.0048 0.0000 5 0.0719 0.5484 0.0719 0,5484 0.0005 0.0040 6 0.1509 0.4302 0.1509 0.4302 0.0011 0.0032 7 -0,6977 0.0627 -0.6977 0,0627 0 .005 I 0.0005 8 -0.6574 0.0027 -0.6574 0.0027 0.0048 0.0000 9 -0,0719 -0.5484 -0.0719 -0,5484 0.0005 0.0040 10 -0.1509 -0.4302 -0, 1509 -0.4302 (l.0011 0.0032 11 0,5233 -0.0471 0.5233 -0.0471 0.0038 0.00()] 12 0.4931 -0,0020 0.4931 -0,0020 0.0036 0. 0000 13 0.0539 0.4 I 13 0.0539 0.4 I 13 0. 0004 0.0030 14 0.1132 0.3227 0.1132 0.3127 0.0008 0.0024 15 -0.5233 0,()4 71 -0.5233 0.0471 0,0038 0.0003 16 -0.493 I 0.0020 -0.4931 0.00:20 O.OOJ6 0, 0000 17 -0.0539 -0.4113 -0,0539 -0.4113 0,0004 0.0()3() 18 -0.1132 -(U227 -0.1132 -0,3227 0.0008 0.0024 19 0.6977 -0.0627 0,6977 -0.0627 0.0051 0.0005 20 0.6574 -0.0027 0.6574 -0.0027 0.0048 (), 0000 21 0.0719 0.5484 0.0719 0.5484 0,0005 0.0040 ., ., 0. 1509 0.4302 0.1509 0.4302 0.0011 0.00:12 ?' -·' -0,6977 0.0627 -0.6977 0.0627 0.0051 0.0005 24 -0.6574 0.0027 -0,6574 0.0027 0.0048 0 .0000 25 -0.0719 -0,5484 -0.07 I 9 -0.5484 0.0005 0.0040 26 -0. I 509 -0.4302 -0.1509 -0.4302 0.0011 0.0032 Page 36 of 51 I Base Connection & Footing Design Page 37 of 51 entley HP Inc. Current Date: 7/1/2021 1 :04 PM Units system: English File name: C:\ProgramData\Bentley\Engineering\RAM Structural System\Working\\Mezzanine_7 _ 1_2021.ram\ Detailed report Connection name Connection ID Family: Column -Base (CB) Type: Base plate Steel connections Fixed uniaxial both axis BP 1 Description: Smart Fixed Uniaxial Both Axis Base Plate 1 GENERAL INFORMATION Connector MEMBERS Column Column type Section Material Longitudinal offset Transversal offset CONNECTOR Base plate Connection type Position on the support N: Longitudinal dimension B: Transversal dimension Thickness Material Column weld D: Column weld size (1/16 in) Override A2/A 1 ratio Include shear lug Support With pedestal Longitudinal dimension Transversal dimension Thickness Material Include grouting Grout thickness Anchor N B • • □ • • D Prismatic member HSS_SQR 6X6X1_2 RamFy 46Tube O in 0 in Unstiffened Center 14 in 14 in 1 in A36 E70XX 8 No No No 72 in 72 in 24 in C 3-60 Yes 1.5 in Pagel Page 38 of 51 Anchor position Rows number per side Anchors per row Longitudinal edge distance on the plate Transverse edge distance on the plate Anchor type Head type Include lock nut Anchor Effective embedment depth Total length Material Fy Fu Cracked concrete Brittle steel Anchors welded to base plate Tension seismic requirements Shear seismic requirements Anchor reinforcement Type of reinforcement Tension reinforcement Shear reinforcement Longitudinal position 1 2 2 in 2 in Headed Hexagonal No 1" 20in 23.82 in F1554 Gr36 36 kip/in2 58 kip/in2 Yes No No D.3.3.4.3 (b) D.3.3.5.3 (a) Primary No No Design code: AISC 360-10 LRFD, ACI 318-11 DEMANDS Description Pu Mu22 Mu33 Vu2 Vu3 Load type [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ------------------------------------------------------------------------------· di -2.69 0.00 0.00 0.00 0.00 Design lln 0.00 0.00 0.00 0.00 0.00 Design lip -6.86 0.00 0.00 0.00 0.00 Design llrn 0.00 0.00 0.00 0.00 0.00 Design llrp 0.00 0.00 0.00 0.00 0.00 Design EQXp 0.00 0.95 10.43 -0.88 0.08 Design EQXm 0.00 -0.33 11.04 -0.93 -0.03 Design EQYp 0.00 13.73 -1 .37 0.11 1.15 Design EQYm 0.00 16.24 -2.58 0.22 1.36 Design C1 -3.76 0.00 0.00 0.00 0.00 Design C2 -14.20 0.00 0.00 0.00 0.00 Design C3 -7.19 1.23 13.55 -1.14 0.10 Design C4 -7.19 -0.43 14.36 -1.21 -0.04 Design cs -7.19 17.85 -1.78 0.15 1.50 Design C6 -7.19 21 12 -3.36 0.28 1.77 Design C7 -7.19 -1.23 -13.55 1.14 -0.10 Design CB -7.19 0.43 -14.36 1.21 0.04 Design C9 -7 19 -17.85 1.78 -0.15 -1 .50 Design C10 -7 19 -21.12 3.36 -0.28 -1.77 Design C11 -3.76 1.23 13.55 -1 .14 0.10 Design C12 -3.76 -0.43 14.36 -1 .21 -0.04 Design C13 -3.76 17.85 -1 .78 0.15 1.50 Design C14 -3.76 21 12 -3.36 0.28 1.77 Design C15 -3.76 -1.23 -13.55 1.14 -0.10 Design C16 -3.76 0.43 -14.36 1.21 0.04 Design C17 -3.76 -17.85 1.78 -0.15 -1 .50 Design C18 -3.76 -21 12 3.36 -0.28 -1 .77 Design Page2 Page 39 of 51 GEOMETRIC CONSIDERATIONS Dimensions Base plate Distance from anchor to edge Weld size DESIGN CHECK Verification Concrete base Axial bearing Base plate Flexural yielding (bearing interface) Flexural yielding (tension interface) Column Weld capacity Elastic method weld shear capacity Elastic method weld axial capacity Ratio GEOMETRIC CONSIDERATIONS Dimensions Base plate Distance from anchor to edge Weld size DESIGN CHECK Verification Concrete base Axial bearing Base plate Flexural yielding (bearing interface) Flexural yielding (tension interface) Column Weld capacity Elastic method weld shear capacity Elastic method weld axial capacity Ratio --------- Unit [in] [1/16in] Unit [Kip/in2] [Kip*ft/ft] [Kip*ft/ft] [Kip/ft] [Kip/ft] [Kip/ft] 0.78 Unit [in] [1/16in) Unit [Kip/in2] [Kip*fVft] [Kip 'ft/ft] [Kip/ft) [Kip/ft] [Kip/ft] 0.78 Design for major axis Base plate (AISC 360-10 LRFD) Value Min. value Max. value Sta. References 1.50 0.25 .J 8 3 ./ table J2.4 Capacity Demand Ctrl EQ Ratio References 3.31 0.67 C6 0.20 DG1 3.1.1; 8.10 5.10 C6 0.63 DG1 Eq. 3.3.13, DG1 Sec 3.1.2 8.10 6.31 C18 0.78 DG1 Eq. 3.3.13 200.46 29.22 C18 0.15 p. 8-9, Sec. J2.5, Sec. J2.4, HSS Manual p. 7-10 133.64 1.57 C4 0.01 p. 8-9, Sec. J2.5, Sec. J2.4 200.46 62.55 C4 0.31 p. 8-9, Sec. J2.5, Sec. J2.4 Design for minor axis Base plate (AISC 360-10 LRFD) Value Min. value Max. value Sta. References 1.50 8 Capacity 3.31 810 8.10 200 46 133 64 200.46 Page3 0.25 3 Demand 0.67 5.42 6 31 29.22 2.31 91 .99 Ctrl EQ C6 C6 C18 C18 C6 C6 ------------------------ ./ ./ table J2.4 Ratio References 0.20 DG1 31.1, 0 67 DG1 Eq. 3.3 13, DG1 Sec 31.2 0.78 DG1 Eq. 3.3.13 0.15 p, 8-9, Sec J2.5, Sec. J2.4, HSS Manual p 7-10 0.02 p 8-9, Sec J2 5, Sec. J2.4 0 46 p. 8-9, Sec J2.5, Sec. J2.4 ------------------· ---------· --------------~------------ Page 40 of 51 Major axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References ·--------- Anchors Anchor spacing [in] 10.00 4.00 "' Sec. D.8.1 Concrete cover [in] 30.50 3.00 "' Sec. 7.7.1 Effective length [in] 20.65 23.35 "' DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References Anchor tension [Kip] 26.35 12.17 C18 0.46 Eq. D-2 Breakout of anchor in tension [Kip] 67.80 12.17 C18 0.18 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip] 78.59 22.30 C18 0.28 Eq. D-4, Sec. D.3.3.4.4 Pullout of anchor in tension [Kip] 14.66 12.17 C18 0.83 Sec. D.3.3.4.4 Anchor shear [Kip] 10.96 0.45 C6 0.04 Eq. D-29, Sec. D.6.1.3 Breakout of anchor in shear [Kip] 30.70 0.30 C4 0.01 Table D.4.1.1, Sec. D.4.3 Breakout of group of anchors in shear [Kip] 33.13 1.21 C4 0.04 Table D.4.1.1, Sec. D.4.3 Pryout of anchor in shear [Kip] 180.80 0.30 C4 0.00 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Pryout of group of anchors in shear (Kip] 210.13 0.60 C4 0.00 Eq. D-4, Table D.4.1.1, Sec. D.4.3 Interaction of tensile and shear forces [Kip] 1.20 0.00 EQXp 0.00 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Eq. D-29, Sec. D.6.1.3, Table D.4.1.1, Sec. D.4.3, Sec. D.7 Ratio 0.83 --------- Minor axis Anchors GEOMETRIC CONSIDERATIONS Dimensions Unit Value Min. value Max. value Sta. References ----------------· ---·---------------------- Anchors Anchor spacing [in] 10.00 4.00 " Sec. D.8.1 Concrete cover [in] 3050 3.00 " Sec. 7.7.1 Effective length [in] 20.65 23.35 " DESIGN CHECK Verification Unit Capacity Demand Ctrl EQ Ratio References ---------------------------------------------·-·· -----------------------------•--•-•••••--•-• +OnH ------------- Anchor tension [Kip] 26.35 12 17 C18 0.46 Eq D-2 Breakout of anchor in tension [Kip] 67 80 12.17 C18 0.18 Eq. D-3, Sec. D.3.3.4.4 Breakout of group of anchors in tension [Kip] 78 59 22.30 C18 0 28 Eq D-4. Sec. D.3.3 4 4 Pullout of anchor in tension [Kip] 14.66 12.17 C18 0.83 Sec. D.3.3.4.4 Anchor shear [Kip] 10 96 0.45 C6 0 04 Eq D-29, Sec. D.6.1.3 Breakout of anchor in shear [Kip] 30.70 0.44 C6 0 01 Table D.4.1.1, Page4 Page 41 of 51 Breakout of group of anchors in shear [Kip] Pryout of anchor in shear [Kip] Pryout of group of anchors in shear [Kip] Interaction of tensile and shear forces [Kip] Ratio 0.83 Global critical strength ratio 0.83 Biaxial Maximum compression (C6) Base plate Concrete stress [1Mn2J 670.73 0 670.73 670.73 670.73 □ 670.73 670.73 670.73 670.73 670.73 670.73 670.73 0 670.73 670.73 670.73 670.73 670.73 Maximum bearing pressure 670.73 (psi] Minimum bearing pressure 670.73 [psi] Maximum anchor tension 11.38 [Kip] Minimum anchor tension 0 00 [Kip) Neutral axis angle 0.00 Bearing length 4.22 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension 1 2 3 4 [in] [in) [Kip) [Kip) -5.00 .5 00 5.00 5 00 .5 00 5.00 5.00 .5 00 0 07 0 07 0.07 0 07 11.38 9.20 0.00 0.00 33.13 1.77 C6 0.05 180.80 0.44 C6 0.00 209.04 1.33 C6 0.01 1.20 0.00 EQXp 0.00 • • Pages Sec. D.4.3 Table D.4.1.1, Sec. D.4.3 Eq. D-3, Table D.4.1.1, Sec. D.4.3 Eq. D-4, Table D.4.1.1, Sec. D 4.3 Eq. D-2, Eq. D-3, Sec. D.3.3.4.4, Eq. D-4, Eq. D-29, Sec. D.6.1.3, Table D.4.1.1, Sec. D.4.3, Sec. D.7 Base plate Anchors tens,on [kip] 0 -0.76 -1.52 -2.28 -3.03 .3_7g -4.55 -5.31 -6.07 -6.83 -7.59 -8.34 -9., -9.86 -10.62 -11.38 Page 42 of 51 Maximum tension (C18) Base plate ConaE!!te stress [!Mn2J 670.09 0 0 670.09 670.09 • 670.09 CJ 670.09 670.09 670.09 670.09 670.09 670.09 670.09 0 670.09 670.09 • 670.09 670.09 670.09 Maximum bearing pressure 670.09 [psi] Minimum bearing pressure 670.09 [psi] Maximum anchor tension 12.17 [Kip] Minimum anchor tension 0.00 [Kip] Neutral axis angle 0.00 Bearing length 4.00 [in] Anchors tensions Anchor Transverse Longitudinal Shear Tension [in] [in] [Kip] [Kip] ---------·······················-··-·--··-·····-··· 1 ·5.00 ·5.00 ·0.07 0.00 2 ·5.00 5.00 ·0.07 0.17 3 5.00 5.00 ·0.07 12.17 4 5.00 ·5.00 -0.07 9.96 Major axis Group Area Tension Anchors [in2] [Kip] 4800.00 22.30 2, 3, 4 Page6 • 0 Basep~ate Anchors tens,on [kip) 0 -0.81 ·1.62 ·2.43 ·3.25 -4.06 •4.87 •5.68 --6.49 •7.3 -8.12 -8.93 ·9.74 ·10.55 ·11 36 ·12.17 Page 43 of 51 Results for shear breakout (C4) Group Area Shear Anchors [in2) [Kip) 1 1728.00 0.60 1, 4 2 172800 1.21 1, 2, 3, 4 Results for tensile breakout (C18) I•-~- Group Area Tension Anchors [in2] [Kip] 4800.00 22.30 2, 3, 4 Results for shear breakout (C6) Group Area Shear Anchors [in2) [Kip) 1 1728.00 2 1728 00 1.77 1, 2, 3, 4 0.89 3, 4 Minor axis Page7 Page 44 of 51 • -l:7 HT K 14288 Danielson St, #200 /~ 1 , Poway, CA 92064 "'S:-:;;T:--;:R"'U-.-C=T,,...U,..,,R:a-A .. L,---;:E:-::N .. G=1 N...,,E=E-;:;R""S','L....,.L-;::::P Geeecarn□□[i)□□ DESCRIPTION: Typical SQ Cantilever Column Footing Design Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 Ge 1ec.arnmrn malil 1r a e ia pe ies fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear a sis Se i s Min Steel % Bending Rein!. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dime i□CS Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height = = = Rebar Centerline to Edge of Concrete ... at Bottom of footing = ei r ci Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Di~tribution Check (ACI 15.4 .4 2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone pp ie a s P : Column Load = OB : Overburden = M-xx = = = = = = # # D 9.540 M-zz = 11 .370 V-x = 0.950 V-z 2.50 ksi 60.0 ksi 2,850.0 ksi 145.0 pct 0.90 0.750 = = 0.00090 = 4.0 ft 4.0 ft 24.0 in in in in 3.0 in 4 5 4 5 n/a n/a n/a 1.10 : 1 1.10 : 1 Yes Yes No No Lr Project Title: Engineer: Project ID: Project Descr: Printed 13 JUL 2021 7 00PM i : ca .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Si esi a es Allowable Soil Bearing = 2.670 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pct Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = 2.0 ft Allow press. increase per foot of depth = ksf when footing base is below ft Increases based on footing plan dimension Allowable pressure increase per foot of depth = ksf when max. length or width is greater than ft z L s w E H k ksf k-ft k-ft k k Page 45 of 51 · n HT K 14288 Danielson St, #200 /~ 1 , Poway, CA 92064 =s=T=R'""'"U-:-C,,,;T=i',u=R:-cA=-=L--=Ec:-N-:-,G:'=IN~E=E=R=s=-. --:-L-:-L--=P Project Title: Engineer: Project ID: Project Descr: Printed 13 JUL 2021 7 00PM Ge Ceca DJOO[]OO I : ca . Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 DESCRIPTION: Typical SQ Cantilever Column Footing Design DESIGN SUMMARY ______________________________ __.-•M-➔i·l•l•i;.._ Min. Ratio PASS 0.8266 PASS n/a PASS 2.137 ss 6.583 ss n/a PASS n/a PASS 0.1019 PASS 0.01332 PASS 0.04143 PASS 0.04143 PASS 0.02346 PASS 0.003683 PASS 0.007571 PASS 0.007571 PASS 0.02974 Detailed Results Soil Bearin Rotation Axis & Load Combination ... X-X, D Only X-X, +0.60D Z-Z, D Only Z-Z, +0.60D Footing Flexure Flexure Axis & Load Combination X-X, D Only X-X, D Only Z-Z. D Only Z-Z, D Only One Way Shear Load Combination ... D Only Two-Way "Punching" Shear Item Applied Soil Bearing 2.207 ksf Overturning -X-X 0.0 k-ft Overturning -Z-Z 13.270 k-ft Sliding -X-X 0.950 k Sliding -Z-Z 0.0 k Uplift 0.0 k Z Flexure (+X) 2.934 k-ft/ft Z Flexure (-X) 0.3833 k-ft/ft X Flexure ( +Z) 1.193 k-ft/ft X Flexure (-Z) 1.193 k-ft/ft 1-way Shear (+X) 1.759 psi 1-way Shear (-X) 0.2762 psi 1-way Shear (+Z) 0.5679 psi 1-way Shear (-Z) 0.5679 psi 2-way Punching 4.461 psi Xecc Zecc Gross Allowable (in) 2.670 n/a 0.0 2.670 n/a 0.0 2.670 11.230 n/a 2.670 11.230 n/a Mu Side Tension k-ft Surface 1.193 +Z Bottom 1.193 -Z Bottom 0.3833 -X Too 2.934 +X Bottom Vu @-X Vu @+X Vu@-Z Capacity 2.670 ksf 0.0 k-ft 28.360 k-ft 6.254 k 0.0 k 0.0 k 28.786 k-ft/ft 28.786 k-ft/ft 28.786 k-ft/ft 28.786 k-ft/ft 75.0 psi 75.0 psi 75.0 psi 75.0 psi 150.0 psi Governing Load Combination D Only about Z-Z axis No Overturning D Only D Only No Sliding No Uplift D Only DOnly D Only DOnly D Only D Only D Only D Only D Only Actual Soil Bearing Stress @ Location Actual/ Allow Bottom, -Z Top, +Z Left, -X Right, +X Ratio 0.8863 0.8863 n/a n/a 132 0.5318 0.5318 n/a n/a 0 199 n/a n/a 0.0 2.207 0 827 n/a n/a 0.0 1.324 0496 As Req'd Gvrn. As Actual As Phi'Mn Status in•2 in•2 in•2 k-ft 0.2592 Min Temp% 0.310 28.786 OK 0.2592 Min Temp% 0.310 28.786 OK 0.2592 Min Temp% 0.310 28.786 OK 0.2592 Min Temp% 0.310 28.786 OK Vu @ +Z Vu:Max Phi Vn Vu/ Phi"Vn Status 0.28 psi 1. 76 osi 0.57 osi 0.57 osi 1.76 psi 75.00 osi 0.02 ( K All units k Load Combination---' .. ·------------'-V=u ______ --'P-'-h"--i.-'-'Vn-'-_____ V_u_/ P_h_i._V_n _________ St_at_u_s_ D Only 4.46 0s1 150.000s1 0.02974 m Page 46 of 51 Loads to existing bearing metal stud shearwall Page 47 of 51 T ST RUC TURAL ENGINEERS. LLP www.htkse.com I {;£AV I N LoA--6 . ~--. .&2-~~ L)l---16 f sf-- trL = 50f.S f · &: xi snA..:)c;,_ . --f...ooF bL .:: I~ SHEET ____ _ PROJECT· --',2..'---/ -_S_I 1 __ DESIGNER __ St,. __ _ FL.D::>£. . bL -=-30 K. LL, ::: ;_o f St · t-L-== 6S,,sf , L - Pl--= 32p/f. '-'-::: tCXJ fll . t 32 fl/-. ... ~113-=-13 fr· 71?..tl!;.:::. I: H- u.Jo.JJ. uJt-= { (; psf J,.: .2.2. fr· == J,,zo p If-. A,t:°k,; ££r54IC., U)t. /}-DIJ[:b = 32-plf · I ., I .. I -.u,o. ID/ -~Wu..u:c. 0f-o..cfr/ecf_ ~ .32.. /o • r 4/6" <i l.. etu.. t,_:_, tt (.1 C l<_Fr1 I«:{ a...rJ/d ed Page 48 of 51 -Project Name: existing stud Model: Existing Wall Stud Check Code: 2012 NASPEC [AISI S100-2012] 10.00 12.00 Code Check Required Top Span Max. Axial, lbs 1775.3(c) Max. Shear, lbs 0.0 Max. Moment (MaFy, Ma-dist), ft-lbs 0.0 Moment Stability, ft-lbs 0.0 Shear/Moment 0.00 Axial/Moment 0.40 Deflection Span, in 0.000 Bottom Span Max. Axial, lbs 1935.3(c) Max. Shear, lbs 0.0 Max. Moment (MaFy, Ma-dist), ft-lbs 0.0 Moment Stability, ft-lbs 0.0 Shear/Moment 0.00 Axial/Moment 0.43 Deflection Span, in 0.000 SIMPSON STRONG-TIE COMPANY INC Page 1 of 2 Date: 07/15/2021 Simpson Strong-Tie® CFS Designer™ 3.4.6.0 Section : 600S162-54 (50 ksi) @ 16" o.c. Single C Stud (punched) Maxo = 2527.1 Ft-Lb Va = 2822.9 lb I = 2.86 in114 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors -Design Method =AISI 5100 Axial Flexual, Span KyLy, KtLt Distortional Connector Top 60.0", 60.0" 60.0", 120.0" LSUBH3.25 (Min) Bottom 60.0", 60.0" 60.0", 144.0" LSUBH3.25 (Min) Web Crippling Bearing Pa M Stress Ratio 0.35 0.42 Support Load (lb) (in) (lb) (ft-lbs) Max Int. Stiffener? R3 0.0 --Shear Connection w/ clip--NO R2 R1 0.0 0.0 --Shear Connection w/ clip-- --Shear Connection w/ clip-- NO NO Gravity Load Type Uniform P1y P2y P3y Allowed 4478.9(c) 1947.4 2158.3 1788.3 1.00 1.00 --meets L/0-- 4478.9(c) 1947.4 2158.3 1788.3 1.00 1.00 --meets L/0-- Load (lb) 13.33plf 460Ib@ 22ft 10501b @ 12ft 132Ib@ 22ft Interaction 40% 0% 0% 0% 0% 40% 43% 0% 0% 0% 0% 43% Notes K<t>=0.00 lb-in/in Shear (Punched) Ma-dist (control),K<t>=0.00 lb-in/in Shear 0.0, Moment 0.0 Axial 1775.3(c), Moment 0.0 K<t>=0.00 lb-in/in Shear (Punched) Ma-dist (control),K<t>=0.00 lb-in/in Shear 0.0, Moment 333.3 Axial 1935.3(c), Moment 0.0 www.strongtie.com Page 49 of 51 Project Name: existing stud Page 2 of 2 Date: 07/15/2021 Model: Existing Wall Stud Check Code: 2012 NASPEC [AISI S100-2012] Simpson Strong-Tie® CFS DesignerTM 3.4.6.0 Connector Anchor Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R3 0.0 0.0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 0.00 % 0.00 % R2 0.0 0.0 SCB45.5(2) & (2) #12-24 SST X or XL to A36 Steel 0.00 % 0.00 % R1 0.0 1935.3 600T125-33 (33) & (1) .157" SST PDPA/PDPAT-62KP to 0.00 % 0.00 % steel (3/16" to 1/2" thickness) • Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG-TIE COMPANY INC www.strongtie.com Page so of 51 )t ,HT SHEET; ____ _ !iTRUCTURAL ENGfNEERS--;-LLP www.htkse.com PROJECT; __ ~_(_-Si_( I_ DESIGNER· __ S_· !,._. __ ------------------~ €xrs:.T;AJc_ Foo T1AJr;. ;:. / ~.s" r.o, I::)€~ ~L-t "/xEfl ~- Ftt:. . r 7 -=-I .2-Sco pl/. L._ _J t60D -r ;z;;_ 0 -I gs ,2. pl/!--· <:::: ,2-.bt:>[:, ~I/-. Page 51 of 51 ~HTK STRUCTURAL PLAN CHECK STRUCTURAL ENGINEERS, LLP R ESP Q NS ES '-l2fl20a1111,•;u1Streel • Suilc -fr~'OO • Pow~•1 CA920fi.4 A81!J :OJl3) G79-8%9 • WWVV I ITKSI COM • I a1 :e'.>81 G79-i39J9 DATE: PROJECT: PROJECT No: July 15, 2021 Pacific Sotheby's Mezzanine (2741 State Street) 21-5 I I PLAN CHECK No.: CB-PREV2021-0081 (CBC2021-0074) Change narrative: The two north columns were in clash for the pad footings with the existing pad footings. So, the joist loads were supported onto the existing load bearing metal stud shearwall. The as-builts of the building were made available to us in this round. The existing studs and continuous footings were checked for added gravity loads. Added seismic weight was found to be within 10% of the allowed limit. Plan review response: 6. The Sheet S0.4 was removed in previous iteration as the sheet contained only typical details for concrete over metal deck which was replaced with plywood sheathing and glulam beams. 7. The connection of guardrail are indicated to the beam members per details on sheet SD1. Metal guardrails are deferred submittal and will be reviewed & shop stamped by us later. See deferred submittal schedule on sheet SO .1 . -Sumit sr@htkse.com Copies to: HK Page 1 WARE MALCOMB ARCHITEC!URE PLANNING I INTERIORS BRANDING I CIVll fNGINHRING NARRATIVE FOR CONSTRUCTION CHANGE RESUBMITTAL -DEL TA 3 Date: To: Subject: 07/22/2021 ESGIL Attn: Erich A. Kuchnar, P.E. 9320 Chesapeake Drive, Suite 208 San Diego, CA. 92123 Narrative forConstruction Change Resubmittal Project Name: Pacific Sotheby's Carlsbad Project No.: SDG20-6131-00 From: Ana Moreno/ Kara Matthies Plan Check #: CB-PREV2021-0081 (CBC2021-0074) The following corrections for the above referenced project were completed and can be located as indicated: Delta 3, clouded and dated 07/21/2021. PLAN CHECK COMMENTS: Structural: #6 Response: Sheet 50.4 is no longer applicable. Removed from construction set. Removal of Sheet 50.4 clouded on sheet AO.!, delta provided. Building and Accessibility: #7 Response: Note provided on details 2-3/A8.4 forcontractorto refer to structural drawings for further information on connection details. Refer to details 3, 10 and 13 on Sheet SD! for connection of guardrail. REVISIONS TO SET IN ADDITION TO PLAN CHECK COMMENTS (Cloud and Delta 3 provided} Architectural Set: Sheet A0.1 -Title Sheet: o Sheet index updated to show structural sheet 50.4 removed from scope. Sheet Al.! -Demolition Floor Plan: o Hatch denoting area of open to structure (Keynote 1401) extended for clarification. Sheet A2.1 -First and Second Floor Plan: o Keynotes 232, 233 and 234 added to plans. o Wall types F2.5 and F6 added to wall type schedule. o FirstFloorPlan: • Column's locations per structural reflected on plan for reference. Minor wall adjustments per field conditions/measurements and column locations. • Minor stairs revisions. o Second Floor Plan: Revised location for 2" gap at floor/ wall transition (thick dashed line). 3911 Sorrento Valley Blvd Suite 120, San Diego, CA 92121 172L20JJ PAGE 1 WARE MALCOMB ARCHITECTURE. PLANNING I INTE.RIORS BRANDING I CIVI! fNGINFFRING Minor stairs revisions. Minor wall adjustments per field conditions/ measurements. Sheet A3.1 -First and Second Floor Plan: o First Floor Power and Signal Plan: Revised location for floor cores at Open Office 100 and Meeting Room 101. (1) power outlet and (1) data outlet provided at Office 102. • Revised power layout at millwork at Coffee Area 105. o Second Floor Power and Signal Plan: Dashed line provided for location and approximate size of printer machine for reference. Sheet A4.1 -First and Second Floor Plan: o Legend: Revised specification for fixtures Fl, F2, F3, F4 and F5. o First Floor Reflected Ceiling Plan: Revised dimension lines as clouded on plan for light fixtures. o Second Floor Reflected Ceiling Plan: Revised dimension lines as clouded on plan. Provided dimension lines for fixtures F4 and location of existing beams located on plan. Sheet A5.1 -First and Second Floor Finish Plan: o Legend: Revised finish specifications forWT-2 and C-3. C-4 specification provided. o First Floor Finish Plan: LocationofC-4 provided on plans. Sheet A6.1 -Enlarged Plan Views and Interior Elevations: o First Floor Enlarged Plan Views (1/A6.1): Minorwall revisions perfield conditions/measurements. • Aligned symbols provided as needed. Revised dimension lines per field conditions/ measurements. • Misc. wall tags provided for clarification. o Restroom Elevations (2A -2D/A6.1): Height of wall base at non-wet walls revised from 4" high to 5" high. Revised graphics to depict wall mounted sink specified on keynotes. o Second Floor Work Counter/ Guardrail Elevation (4/A6.l): Provided minimum clearance to bottom of existing pipes. o First and Second Floor Glazing Elevation (6/A6.1): Provided minimum clearance to bottom of existing pipes. Revised dimension lines as clouded. Sheet A6.2 -Interior Elevations and Stair Section Cuts: o Enlarged Stair Plan -First Floor (1/A6.2): Minor revisions to stairs provided. Additional dimension lines and notes provide:I for clarification. o Enlarged Stair/ Second Floor Plan View (2/A6.2): Minor revisions to stairs provided. Additional dimension lines and notes provided for clarification. o Stairs, Platform and Millwork Elevation (3/A6.2): Revised millwork elevation. • Revised g rap hi cs for clarification as clouded. o Stair Section (4/A6.2): Revised graphics for clarification. Revised dimension lines for clarification. Sheet A8.4 -Stairs Details: o Additional notes and dimension lines provided at details 1, 2, 3, 4 and 5 for clarification. 3911 Sorrento Valley Blvd Suite 120, San Diego, CA 92121 PAC1F 2 WARE MALCOMB ARCHllEClURE ! PLANNING I INH.RIORS f-JRANOING I CIVIL ENGINFFRING Electrical Set: Sheet E3.1 -Power Plans: o Updated backgrounds to reflect revised location of power/ signal all Coffee Bar 105 millwork. o Updated backgrounds to reflect addition of (1) power outlet and (1) data outlet at Office 102. END OF ARCHITECTURAL NARRATIVE 3911 Sorrento Valley Blvd Suite 120, San Diego, CA 92121 rAGE 3