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Home My WebLink About2310 CAMINO VIDA ROBLE; 101; CBC2024-0015Building Permit Finaled Commercial Permit Print Date: 11/13/2024 Job Address: 2310 CAMINO VIDA ROBLE, # 101, CARLSBAD, CA 92011-1561 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2130500800 Track#: Valuation: $350,000.00 Lot#: Occupancy Group: A-3 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 577 Code Edition: 2022 Sprinkled: Yes Project Title: KIDS AND COFFEE Project#: DEV2023-0088 Plan#: Construction Type:II Orig. Plan Check#: Plan Check#: Permit No: Status: {cityof Carlsbad CBC2024-0015 Closed -Finaled Applied: 01/12/2024 Issued: 06/21/2024 Finaled Close Out: 11/13/2024 Final Inspection: 11/06/2024 INSPECTOR: Salcedo, Felix Kersch, Tim Description: KIDS & COFFEE: 11,583 SF Tl TO CREATE NEW SPACE FOR KIDS PLAYGROUND, PARTY ROOM. AND CAFE Applicant: KEN LI 15504 ANDORRA WAY SAN DIEGO, CA 92129-1110 {646) 801-0221 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL FIRE A-2 & A-3 Occupancies -Tl FIRE Hourly Services (first hour) FIRE Plan Resub (3rd&Subsequent Submittal/hr) PUBLIC FACILITIES FEES -outside CFD SB1473 -GREEN BUILDING STATE STANDARDS FEE SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION -COMMERCIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG S\NPPP PLAN REVIEW TIER 1-Medium TRAFFIC IMPACT Commercial-Industrial Outside CFD Total Fees: $23,378.69 Total Payments To Date: $23,378.69 Balance Due: AMOUNT $1,606.79 $197.00 $104.00 $20.00 $2,471.98 • $791.00 $200.00 $212.50 $12,250.00 $14.00 $647.36 $98.00 $292.00 $82.00 $4,392.06 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov i .,. ----------------------------------------.. {City of Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check C &'.:2011.-f -00/5 Est. Value $.{olDJ.tot-fL-f. 12 PC Deposit Job Address 2310 CAMINO VIDA ROBLE, CARLSBAD, CA 92011 Date 01/fl./llf I I Suite: 101 APN: 213-050-08-00 -----· Tenant Name#: KIDS & COFFEE Lot#: Year Built: ----------------·--------------- Year Built:___ Occupancy:___ Construction Type:___ Fire sprinklers0ESQNO A/C:QYESQNO BRIEF DESCRIPTION OF WORK: PROPOSED INTERIOR TENANT IMPROVEMENT OF A NEW 11,583 SF RECREATION FACILITY (INCLUDES KIDS PLAYGROUND AREA, PARTY ROOM, AND CAFE) D Addition/New: ___________ New SF and Use,. _________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ [Z]Tenant Improvement: _1_1,_58_3 ___ SF, Existing Use: _O_F_F_IC_E_S ____ Proposed Use: RECREATION FAc1L1TY,cAFE _____ SF, Existing Use: . • Proposed Use: ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? ___________ _ D Solar: KW, ___ Modules, Mounted:0Roof 0Ground D Reroof: __________________________________ _ D Plumbing/Mechanical/Electrical D Other: __________________________________ _ APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: RACHELLE DOMINGO-ROGERS Name: JARED DOUMANI Address· 2825 DEWEY RD, BLDG 202, SUITE 207 Address: 1006 TENNESSEE ST City· SAN DIEGO State: CA Zip:_9_21_0_6 __ City: SAN FRANCISCO State: CA Zip:_94_1_0_1 --- Phone· (619) 546-9670 Phone: (415) 203-2858 Email. ADMIN@ARCH5.DESIGN Email: JARED@DOUMANI.NET DESIGN PROFESSIONAL CONTRACTOR OF RECORD TBD Name: RACHELLE DOMINGO-ROGERS Business Name: ----------------Address: 2825 DEWEY RD, BLDG 202, SUITE 207 Address: ·------------------City: SAN DIEGO State: CA Zip:_9_21_06 ___ City:. _______ State: ___ .Zip: _____ _ Phone: (619) 546-9670 Phone: ------------------Em a i I: ADMIN@ARCH5.DESIGN Email: __________________ _ Architect State License: CSLB License #: _______ Class: ______ _ Carlsbad Business License# (Required):. _______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. ~r..JR.. / NAME (PRINT): RACHELLE DOMINGO-ROGERS SIGN: ___ ~ _______ DATE: 1/5/2024 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8~ Email: Building@carlsbadca gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BU!U}!l\l(3 PH{r,/!ff Cl:l.N S!t rSSUED TO UH!ER /\ ST!\TE UCU\tSED [Of\!Hl/.\Crmi OR[.\ PROPtERTV OiNNEJ-t ff THE PERSOi\i SIGI\HNG THIS FORM IS /\N /\GE.NT FOH EITHER E\\lT\TV /VJ AUTHrn11urnoN FOFUVl OR LETTER 15 RiEQU!RED PRIOR TO P[RMIT !SSU.A.NCE,, IC'i''T'f"'•I t'!.)· LB(,:f'li"Cr1 CPl\rni'AC;••,·,q, I)P'1 t I::11,··r•"'',1\,\· \ Jpr-·u~ ... ..l!U'\i .-.. ~ ·f ,.[: ~.J>t.., ... .-'»t\-._,J~-:,~,,t. .,, •. ~t.Rt" .... ~ ... \,,.,~,\ ti.P:..i ~\.. .. !,,,. I herebyaffirm underpenaltyof perjury that I am licensedunderprovisionsof Chapter 9 (commencingwith 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 (CHOOSE ONE): D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the labor Code, for the performance of the work which this permit is issued. Policy No. ______________________________________ _ -OR- D1 have and will maintain worker's com pensaf1on, as required by Section 3700 of the labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name:·---------------------- Policy No. ___________________________ Expiration Date: _______________ _ -OR- 1:t/!-lcertificate 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. COf\!STRUCTiON LENDiNG ,¢1,GENClf. ff t\NJ_: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender's Address: ____________________ _ CONTRACTOR CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. // J NAME(PRINT): fh,\ce r--J ~">f SIGNATURE: ~cl~ DATE: 0'-'""' 5 202' Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization ~or letterhead. (OPTION B): OWNEFH3l..Ht.DER DECLARAT!O[\J: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- 01, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license law). -OR- D1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Farm" is required ro, ,my peri•11t issu,,rj to" property owm,r. By rny signature below I ackncnviedg<:> th<1t, except i·or rny personi:.! re:;idence fn whic~1 l must hcivt' resided for ot least one year prior to completion of the improvc~ments covered by this permit_. i cannor. leg;:;liy sc-::!I ;.1 struc:itffC:~ 1·har I huve buill .1s an ovvner-buitder 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: I /www,/eginfo.ca.gov/ca/aw.html. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on theplansisaccurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): SIGN: DATE: ------------------------Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled {cityof Carlsbad Permit Type: BLDG-Commercial Application Date: 01/12/2024 Owner: JARED DOUMANI Work Class: Tenant Improvement Issue Date: 06/21/2024 Subdivision: CARLSBAD TCT#73-49 Status: Closed -Finaled Expiration Date: 03/10/2025 Address: 2310 CAMINO VIDA ROBLE, # 101 IVR Number: 54244 CARLSBAD, CA 92011-1561 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 08/19/2024 08/19/2024 BLDG-22 Sewer/Water 258268-2024 Passed Tim Kersch Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/20/2024 08/19/2024 BLDG-34 Rough 258267-2024 Partial Pass Tim Kersch Reinspection Incomplete Elec_trical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/26/2024 08/26/2024 BLDG-34 Rough 259011-2024 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/11/2024 09/11/2024 BLDG-84 Rough 260364-2024 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/05/2024 11/05/2024 BLDG-Fire Final 266809-2024 Passed • Felix Salcedo Complete Checklist Item COMMENTS Passed FIRE-Building Final Yes 11/06/2024 11/06/2024 BLDG-Final Inspection 267021-2024 Passed Tim Kersc:h Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, November 13, 2024 Page 1 of 1 True North COMPLIANCE SERVICES June 13, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBC2024-0015 True North No.: 24-018-034 Carlsbad, CA 92008 Plan Review: TI Kids & Coffee Address: 2310 Camino Vida Roble Applicant Name: Rachelle Domingo-Rogers Applicant Email: Admin@arch5.design OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: A-3 Occupant Load: 563 Type of Construction: II Sprinklers: Yes Stories: 1 Area of Work (sq. ft.): 11,583 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: One (1) copy dated May 31, 2024, by arch5design. 2. Structural Calculations: One (1) copy dated January 9, 2024, by HTK Structural Engineers, LLP. 3. Other Documents: One (1) copy dated May 14, 2024, by City of Carlsbad. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562.733.8030 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer Transmittal Letter May 21,2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: TI Kids & Coffee. Address: 2310 Camino Vida Roble, Carlsbad CA Applicant Name: Rachelle Domingo Applicant Email: Admin@arch5.design ~fr11e N ortl1 C(UiiPUANCS S!HP/ICES THIRD REVIEW City Pennit No: CBC2024-0015 True North No.: 24-018-034 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. l. Drawings: Electronic copy dated May IO, 2024, by Arch 5 Design. 2. Structural Calculations: Electronic copy dated January 9, 2024, by HTK structural engineers. Attn: Permit Technician, the scope of work on the plans has been revie\ved for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the pennit application: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Mohammad Afaneh -Plan Review Engineer Quality Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 TI Kids & Coffee. 2310 Camino Vida Roble. May 21, 2024 Plan Review Comments City of Carlsbad-THIRD REVIEW City Permit No.: CBC2024-0015 True North No.: 24-018-034 Pagel Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov 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). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instrnctions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFOR1'1ATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of cormnents, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.l and CBPC 6735. This item will be verified prior to plan approval. OCCUPAJ.~CY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): A-3 563 PLEASE UPDATE OCCUPANT LOAD AND II TYPE OF CONSTRUCTION TO MATCH Yes DATA PROVIDED ON SHEET T0.0 I 1 I ,583 sq. ft. TI Kids & Coffee. 2310 Camino Vida Roble. May 21, 2024 ARCIDTECTURAL COMMENTS: City of Carlsbad-THIRD REVIEW City Permit No.: CBC2024-0015 True North No.: 24-018-034 Page3 Al. Review and approval from the Health Department is required. This comment will be noted as a condition of approval of permit issuance. PC2: Comment remains., no response required. ACKNOWLEDGED· APPROVED HEAL TH ' PC3: No response required. DEPARTMENT PLANS INCLUDED IN SET A2. Licensed Architect or Engineer to stamp and sign all plan sheets. (Business & Professions Code Sections 5537, 5538, and 6737.1) PC2: Stamp provided, please address the following: Remove the "Not for construction" note provided on stamp. PC3: Note was not removed from arch sheets. Please remove the "Not for construction" note provided 011 stamp. ,)dJ~ u,.:ryv, \..fo\ "::J '-· a: vo Phone: 6 ! 9.546.%70 ALL ARCHITECTURAL SHEETS ARE NOW STAMPED AND SIGNED BY LICENSED ARCHITECT. ALL OTHER SHEETS, EXCEPT PLAY EQUIPMENT AND FOOD SERVICE SHEETS ARE STAMPED AND SIGNED BY LICENSED ENGINEERS. PC3: Sheet AO.l: Please compare the totlll area of the building to the ,,llowable area to verif.v the area of the building does not exceed the calculated allowable area. ;E CAlCULA HONS BELOW) PLEASE SEE UPDATED 'ALLOWABLE AREA CALCULATION' ON SHEET A0.1 FOR ADDED BUILDING AREA PC3: Per city instructi.ons, provide docume11tatio11 to demonstrate that the mi11imum number of requfred f,xtures is within the minimllm required by CPC 422.0 and Table 422.1. ACCESSIBILITY COMMENTS: No comment. jACKNOWLEDGEDj MECHANICAL COMl\IENTS: No Comments. !ACKNOWLEDGEDj PLEASE ADDED 'PLUMBING FIXTURE OCCUPANCY CALCULATIONS' ON SHEET A0.3 TI Kids & Coffee. City of Carlsbad-THIRD REVIE\V City Permit No.: CBC2024-0015 True North No.: 24-018-034 Page4 2310 Camino Vida Roble. May 21, 2024 GREEN I ENERGY COMPLIANCE COMMENTS: No Comments. !ACKNOWLEDGED I ' STRUCTURAL COl\BlENTS: S4. Incorporate the manufacture sheet proved on to plans, address the following: S6. a) Some plans are not eligible, please provide a higher quality. PC2: Response states the comment 1vas addressed and connection and shop drawings were prov;ded_, structural calculations sheets were not updated. Please revise and coordinate with response. PC3: Response states plans and calculations are pending fire approval. Clarifj1, please provide to be reviewed by the building department. Revise structural calculations: PLEASE SEE ATTACHED RESPONSE LETTER FROM HTK STRUCTURAL ENGINEERS a) Provide a detailed lateral analysis using site specific seismic coeflicients for all ne,v structures to justify the base support calculation provided. PC2: Response states per manufcatring specifcations, please revise and provide lateral analysis using site specific seLsmic coefficients for all nett' elements and structures to justijj, base connection. PC3: Response states plans and calculations are pe11di11g fire approval. Clarilv, please provide to be reviewed by the building department. PLEASE SEE ATTACHED RESPONSE LETTER If you have any questions regarding the above comments, plea FROM HTK STRUCTURAL ENGINEERS Mohammada@tncservices.com or telephone (562) 733-8030. [END] STRUCTURAL PLAN CHECK RESPONSES DATE: June 4, 2024 PROJECT: Kids and Coffee PROJECT No.: ~HTK PLAN CHECKNo.: STRUCTURAL ENGINEERS, LLP S4. Calculations have been updated with the design information from the manufacturer. S6. Calculations have been updated with the design information from the manufacturer. From: Ben Seibel Copies to: File Page 1 PROJECT: STRUCTURAL CALCUIATIONS Jt..,.o> ~ c.o~ DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT lWENlY EIGHT DAYS: MASONRY: GRADE 11N11 CONCRETE BLOCK FI M = MORTAR: TYPES 1,800 PSI GROUT: 2000PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS GRADE 40: GRADE 60: #2 #2 -~........._ ______ PSI PSI ----- BEAMS AND POSTS STUDS STUD OR BETTER SEISMIC FORCE:---· WIND FORCE: REPORT NO.:·~·. _____ _ SOIL PRESSURE:_,_ DESIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL&CLG. MISC. TOTAL= ROOF LIVE LOAD SLOPING= FLAT• FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL&CLG. MISC. INT. TOTAL = ----· FLOOR LIVE LOAD INTERIOR BALCONY EXIT WALKWAY fil 40 PSF 60 PSF (U.O.N.} 100 PSF WALL DEAD LOAD INTERIOR EXTERIOR 10 PSF 16 PSF These calculatlons are lfmlted only to the items included herein, selected by the client and do not imply approval of any other portfon of the structure by this office. These calculatfons are not valid ff altered in any way, or not accompanied by a wet sbmp and signature of the Engineer of Record. • Address: 2310 Camino Vida Roble Carlsbad, California 92011 Wind Results: Wind Speed 10-year MRI 25-yearMRI 50-yearMRI 100-year MRI Data Source: Date Accessed: ASCE Hazards Report Standard: . ASCE/SEI 7-16 Risk Category: Ill Soil Class: D -Default (see • Section 11.4.3) 102Vmph 67Vmph 72Vmph nvmph 82Vmph Latitude: 33.11996 Longitude: -117.270541 Elevation: 266.5970855061721 ft {NAVD88) ASCE/SEI 7-16, Rg. 26.5-1C and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Thu Mar 21 2024 Value provided Is 3-sacond gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated In acoorclanoe with the 7-16 Standard. Wind speeds correspond to approximately a 3% probability of exceedance In 50 years (annual exceedance pro.babllity = 0.000588, MRI= 1,700 years). Site is not in a hurricane-prone.region as defined in ASCE/SEI 7-16 Section 26.2. httpsi/ascel)mrdtool.ora/ Page 1 of3 Thu Mar 21 2024 Seismic Srta Soll Class: D -Default (see Section 11.4.3) Results: Se: S1: Fa : 0.977 0.356 1.2 Fv : NIA SMS 1.173 S01 . . TL: PGA: PGA,.: FPGA NIA 8 0.427 0.512 1.2 h: ~ ~: 1• Soe : 0.782 C., : 1.289 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Mar 21 2024 Date Source: USG§ Seismic Design Maps https:1/ascehazardtool.orgf Page2of3 Thu Mar 21 2024 The ASCE Hazard Tool la provided fer your CO!'!venlence, l'or lnfonnationat purpoaaa only, end la provided •u la" and without warranties of eny kind. The location data Included herein has been obt.alned from information developed, produced, end maintained by third party providers; or has bean extrapolated from maps Incorporated rn the ASCE standard. While ASCE has med& every effort to 1.188 data obtained from rellab!& aourees or methodo!Ogies, ASCE does not rrial«t any representations or warranties as to the accuracy, completanesa, 1'$llabfllty, currency, or quality of any data provided herein. Any third-party !Inks provided by lhls Toot should not be construed M an endorsement. affiliation, relationship, or aponaorshlp of such third-party content by or from ASCE. ASCE doeG not Intend, nor should anyone Interpret, ths NIS!Jlts provided by this Tool to replace the sound Judgment of a oompetent profes&lonal, having knowledge and experience In the appropriate fleld(s) of practice, nor to substitute for the standard of care required of such profes&lonala In Interpreting and applying 1he contents of this Tool or the ASCE standard. In using this Tool, you expressly auume all risks lill80Clated wtth your use. Under no cira.llTISt8nces ahall ASCE or !ta officers, dlreetora, emplcyees, membera, affiliates, or agents be Hable to you or any other peraon for any dimct, indired, apeclal, lncldemal, or eonsequentlat damaga arising from or related to your use of, or reliance on, the Tool or any Information obtained therein. To the fu!leflt extent permitted by few, you agree to release and hold hermlen ASCE from any and en llabl!lty of sny nature arising out of or multing from li!ny use of data provided by the ASCE Hazard Tool. https:/fascehazarotool .orq/ Page3of3 Thu Mar 21 2024 www.htkse.com L: 3 . .r ~ . .t.f" 'IC i 0 .. zr,~ ~ P..,"" ,., ... i,3.~ "-.s. j'> ... ~ -=-"'Z.,)f "\ \ ~ ~ 1.S"r 'e ,"t ~ • ,1 lt~ti )(.!lra.~(.\f--) If ~ --'f",;p I fJ,/3,.. r ,. (t .. G, FT ~-~ &,~st~~ '6.G/'t,) ~/ 2. .. ~ "'-i~ PROJECT: DESIGNER: ~ .......... ;,;,:,,-;;: .............................................................................................................. .. 4tJ\J.J~ , tr(,"'"¥:,~~~.r)(?.r} :. (i6'2 Pf..-(£,.J v ~sr ~1'-8 o,e:__,, C, = 6,6 In C:i .. 5,6 In t,/ .. 3 !ail SI.AB IBICKNESS T ., 6 In DROP CAP I PANEL THICKNESS Td ., 0 In BAR SIZE AT TOP SI.AB # " TRUSS BARS # 3 eachWFI!/ FACTORED AXIAL LOAD Pu,cd .. klpa FAC,:ORED BENDING 1.0A0 Mu.col .. 0 ft-klpa FACTORED POINT LOAD Pu,pcm't .. 2.354 klps THE PUNCHING DESIGN ta ADEQUATE. ANALYSIS CHECK PUNCHING CAPACITY FOR COLUMN (A.Cl 318-05 SEC.11.6.7.4, 11.12.U, 11.12.8 & 13.U.2} lvc(ptl)=/(2+y)J/4+{Avf ysma}I Ap= 316 kl! > vJpai)=~+~:!!..'t!!!}:!£f![~i.,,. o kel AP J wtln $ = 0.76 (ACI 318-06. Sectlan 9.3.2.3) Po .. ra!lo d Ieng llide 1o lhctt lllfde of oancantralld 11.-.1 • 1.00 d = T+T11 •2(0.15db) • 2 ·00WII'= u In b1 = (Ci +d) = 8 in DJ • (o,a+d)"' e In bo • ~ +21>a •2cei +d)+2(ca +d) • 32.0 In 1•MIN(2....!..,40.!).. 0.0 , (lfffllllllban!Used, ymuatbu111roperACI 11.12.3.1) Pc bo Ap = bod = eo ln3 A,, ,. 0.44 ln2, total 4 aide& a. fy .. " 46 o &O kaJ CHl:!CK PUNCHING CAPACITY FOil POI.NT LOAD (AC! 318-05 SEC.11.12. 1.2, & 11.12.6) where • = 0.76 (ACI :ns.c5, Ser::1lcn 9.3.2.3) d .. T •2"awar-2 (0.6 db)= 2.5 in bo = d11= 7.864 In Ap .. bod " 20 irf- ~ C1 "' 12 In COLUMN DEPTH C:t "' 12 In • SLAB CONCRETE STRENGTH le' .. 3Ji kal SLAB THICKNESS T .. !i In DROP CAP/ PANEL THICKNESS id .. 0 In BAR SIZE AT TOP SLAB # 3 Pu,poin! TRUSS BARS '# 3 eachwtlt/ FACTORED AXIAL LOAD Pu,c:01 " kips FACTORED BENDING LOAD Mu,COI = 0 ft-klpl FACTORED POINT LOAD Pu, point B 3822 klpa THE PUNCHING DESIGN IS ADEQUATE. ANALYSIS CHECK PUNCHING CAPACITY FOR COUIMN (A.Cl 318-05 SEC.11.5. 7.4. 11.12. 1.2, 11.12.6 & 13.6.3.2) ;vtJ.psf)=;(2+y}J/4+{A.vf ysma)l Ap= 210 kl! > vu(f181)= P~c;1 + O.Sr~u.coJln= o kl! Where • = 0.16 (AC! 318-06, Sdon 9.3.2.S ) Po " 1111o d 1mg side ta lhcrt side ar cancentlated 1oa:1 " 1.00 d • T+T0 •2(0.5db) • 2 ~canr• 2.826 In b1 "' {C1 +d}• 14.825 in D2 .. <ca+d)• 14,826 In l:t, ,. ~ +,2ba= 2(c1 + d) + 2<tii + d),. 613.5 In y • MIN(2. ..i_ .4Q-!l) .. o.o lie bO (lf!M&~u!llld, ymuet beDSl'O perACI 11,12.3,1} Ap .. bod "' 164 Av • OM ina, tots! 4 e!de& ll • Mi 0 fy "' eo kal CHECKPIJNCKINO CAPACITY FOR POINT LOAD (AC! 318-0UEC.11.12.1.2, & 11.12.8) 3.822 k.1119 ~ wtln • = 0.76 (ACI 31&-05, Section 9.3.2.3 ) d • T • Z' cover-2 (0,5 db)., 2.826 In b:i .. d11• U47 In A, .. bti d = 22 lrf Hlltl PROFl8 Engineering 3.0.90 Dyl'lMlc tic loads www.hutr.com Company. AddreM: Phone I Fax: Design: Fastening point: Speclfltr"t commtnto: 1 lnputdata Anchor type encl diameter: Item number: Effective embedment deplh: Materiel: Evaluadon Sel'Vfce Report: lseued ! Valid: Proof: Stand-off lr,WtlletJor,: Anchor plaf.8111 : Profile: auematertal: Installation: Relnfnrcemerrt: I Page: Spec!ffar. E-Ma!I: Concrate • Jan 8, 2024 Date: Load for Bridge Foundation end 110ft frame KWII( HUs-EZ (KH.ez)-P 1/4 {1 518) 2189856 KH-EZ P 1/4"x1 718" fl.t.a<t .. 1.180 In,, i,_ = 1.825 In. camonSteel ESR-3027 411/2022112/1/2023 Dealgn Method AC! 318-19 / Mech ei, = 0,000 In. (no atand-off); t = 0.250 In. '· x ~ x t = s.soo In. x 6.500 In. x 0.250 In.; (Recommanded plate thk:kneu: not ee!culated) Square HSS (AISC). HSS2X2X.250; (L x W x T) = 2.000 In. x 2.000 In. x 0.250 In. cmcked CCl'K'll'etD, 4000, fa'= 4,000 pal; h = 4.000 In. hammer drilled holo. mtellatlon condition: Dry 18n$10n: not pn!lfl8nt, shear: not present no supplemental aplil'llng reinforcement present edve nmforoement none or< No, 4 bat R. The anchOf' csloolatlon la baead on a rigid anchor plate assumption. Geometry .[In.] & loading [lb, ln.lbJ ij ' ~ y . , lnpmdlllllnllllWl!llltlll6ibelfflllidmdffl!'~~tloo«llltlf!O~llmll!br~ MOl'i$ El'lglrm1'1!19 ( o) 2Cfl3./lila4 HOO AB, f'~ 8':hl.9n Him lte fOll,..iwd 'fuldsrtlii'kcf tffll M, 8d'll!M .... . ... 1/8i'2024 Hlltl PROFIS Engineering 3.0.90 www.bDtl.com ww••••,•h~mw••••••••• Company: Paga: Addi'$$$: Specifier: Phone I Fax: I E-Mall: Design: CorM:Nl:te • Jan 8, 2024 Date: Fa81enlng point Lot!ld for Bridge Foundation and soft frame 1.1 o..Jgn l'Q\llt$ cau Descr1t)tlon ~~~.P~l./.~~Jl11:l~l 1 Combination 1 N., -2,354; v. ,. 171; V1 • O; M.=O; M1=3,700; ~=O: 2 Load case/Raaultlng anchor forces Anchor reaetlana [lb] Tenalon force: {+T&nSlon, -compreselon) Anchor Tenekm foroa Shear force Shear force ll ... f>~~ ~x 1 20 43 2 0 43 3 20 43 4 D 43 ma.x. concrete compreeafve strain: 0.05 ['Lo] max. concrete comp""81w streae: 235 fpsij reeultlng tension force In (xly)=(O.OOOI0.000): 0 Pbl 43 0 43 0 43 43 0 0 reeu!Ung COmpr$981on force !n {xly)r.(4.25312.750~ 2,393 [lb} Andlor forcee are caleukud baaed en the assumption of a rigid anchor plate. 3 Tension load 2 Sel8mlc . ~~:.tJfll. Anchor [¾J no e 01 Load Nu. [lbJ 20 ... ~~ ! ~ [11') Utilization P.. •.~ N11 Status OK OK OK Steel Strength" Pullout Strength* Concrate Breakout Failure"" 20 39 * highest loaded anchor .. anchor group (anchom In tension) I~ dim a ll!$Ul1Smum bi~ l'OfOMfermttyv.111'1 II',$-.!-~ illlid fflf lllUll!li¥ PROF!$ ~Mil ( f) }~ lfl!l Af'J, 1'!...e4114 ~~ H111 la a res!il!$!\lld 'fmdomlllltllf HIil AG, Sw1111 3,879 'f 346 6 4 2 Hlltl PROFIS Engineering 3,0.90 www.hlltl.com Company: Addl'fl8: Phon& I Fax: Design: I Concrete -Jan a, 2024 Faetenlng point: Load fer Brtdge Foumllltlon and soft frame 3. 1 Steol Stnmgth mmr to ICC-ES ESR,-3027 ACI 318-19 Table 17.5.2 Varlablea A"':1Pn'.i. f.1, (e~Q 0.06 125,000 Celculatlomi ...... ~0P~L 5,680 Reaultll r-i,,.P~L ............. !~1 5,650 0.850 3.2 Pullout Stnsngth NP!',.i .. NpJIIOO a,~ (f0'/2500)0·' ♦ N~t!I\. Yar1ablee f. (pal] .... , .......... , ........... . 4,000 Cak:ulatlons J't~e 1.151 Adult. i • 1.000 .. ~p~{lt)J ···············J~ 768 OA5Q .... +~u(il>l ............... ~wJ~l .. 3,679 20 refer to ICC-ES ESR-3021 ACI 318-19 Table 17.5.2 N"'P~t 20 Page: 3 Speettiar: E-Mail: Date: 1/8/2024 3 Hlltl PROFIS Engineering 3.0.90 www.hlltf.com ·································.····.•·········.· .......... • ....•.... ············ Company: Page: Address: Spoolfler: Phonel Fax: I E-Mail: Design: Conctet. • Jan 8, 2024 Date: Fastening point Load for Bridge Foundation and eafl frame Nlllirg =~) ll'.,.,14 '¥1111,H 11'11,N "Vq,,11Nb ♦ No11u ~ N.,. ~ see ACI 318•19, Section 17.6.2.1, Fig. R 17.6.2.1(b) .\i.o =9h~ ·~ a c.k) !C1.0 Ii' ell,N • 0.7 + 0.3 ( f::;,} !C 1.0 IV Q1!,N "'MN<(~. 1;!iti-) ,: 1.0 N, =kc).._ .J!h:: A Va~bleo l\i, Pn'.J 1.180 . 9-nAPn'.L 0.000 l.ti;,rn vn.] 0.000 &+Jn,J 2.000 ···•·······················•• ·································A• Cafculatlona .. ·.· ... ·.· ;i\,,,sjlr,t:J 25.0& Rnulta N,Hpb] 2,758 17 1.000 Awo [n.~ ,. ...................... 'll ""'.tt 12.53 1.000 t~ 0.450 tl',l;;,,..[lbl 1,240 ACI 3113-19 Eq. {17.6.2.1b) ACI 318·19Table 17.U ACI 318-19 Eq. (17.6.2.1.4) AC! 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.8.1b) ACI 318-19 Eq. (17.6.2.2.1) 5,,wt. pri.J ..... . "' ........ fc.~~ 4,000 .. Y•i:2.t,___ 1.000 . ~01J~L 39 V •.N 1.000 !~«.If 1.000 4 1/8J2024 4 HUtl PROFIS £nglnoerfng 3.0.90 www.hlltl.com ................. , ................................... . Company; Address: Phone I Fax: Design: I Concrete • Jan 8, 2024 Fastening point: Load for Sridge Foundation and soft Imme 4Shearload t.o.dV111 [lbl steeistrenglh• 43 steel failure (With levw arm)" NIA PryootSnngtn"" 171 Concrete edge fallure In direction .., NIA • highest loaded anchor ... anchor group (relevant anchonl) v., = ESR value ♦ vl¥V$, :t v ... Vai'lablM AJfer to ICC-ES ESR-3027 ACI 318-19 Table 17.5.2 i\,x pn'.j ............ .... f;,%~ij_ 0.05 125,000 Caleulatlona YwPl>J 1,550 RHults V"'Pbl . . . tY,,, P~l ................... v~.J11>t . 1,550 930 43 lnp!,11 dllill n flM!llt> mlml bit~ f!l<' canfurmity wl!h 1h11 ~U Ul!l'ld!llrmil and for~ Page: Specifier. E-Mall: Date: ... ~.~ .. ~ .. Vn[11.,J 930 NIA 3,859 NIA PRO!"!$ l!il",jfl!lNmg ( 1.1) ~· Hm:! AG, FL~ 8dtlmn H!ll II II reglll!INII l'flldo11111111'11 H!11 AG, &mwn 5 1/812024 Utlll&atlon IJv • V ,.tt Yn Statua 5 OK NIA NIA 5 OK NIA NIA ·----M----------~-------~~----· HHtl PROFIS Engineering 3.0.90 www.hlltJ.com Company: Addreae: Phone I Fax: Design: I Concrete • Jen 8, 2024 Page: Specifier: E-Mail: Date; Faetenrng point: load for Bridge Foundation and llOft frame 4.2PryoutSnngth vtf/8 =kcii [(::) vtwtN 111.i.N w..,N "l'op,NNb] ♦ V'" ~Vue At., neACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ~ =9h~ ~ ~ = c .~) s 1.0 vtlll.H =0.1+0.s({':;,) s1.o •&1j>,N =MAX{~, 1c) s1.0 No "' I\. ). • 'Vfo t\1,/ Variables ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.U.1A) ACI 31S.:19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b} ACI 318-19 Eq. (17.6.2.2.1) ~+91'1:L .................. ~; Uli 9!"'.L . .. .......... .!;tH ~!",:! .... ~.+r.!":!:l !~. 1.000 Calcufat!orul &;,.Jin.; 50.13 Rnui.. • \l,nllbJ 5,513 1.180 0.000 0.000 .· .. ~PnJ 2.000 Aw1 Pn'.i 12.53 ko 17 !."!"1.t< 1.000 ♦Y,P\\ObJ . 3,859 ,._ 1.000 'lf~,N 1.000 Y#P~L .. 171 ... 5 Combined tensJon and shear loads, per ACI 318-19 section 17.8 flN ........................... !iv ..... ························· 0.057 0.046 ~=~+~<=1 Wn•,• " ,••••-••••••••••·,.,•,.•~•• •••• Y~v.~,-,-- JJ'4)llt clQ1!J ll!O NllllltamUl!IIO l!MOkt4fllt~!lyWftllf/1$ ~; f.D'll!l!l!ml lm!fl!ll'p!sul!Jlll~ PROFIS ~ ( o }~ Mi!!!AG, FL,00l4 Sdmanl-tllti foe !'OQlfflllld~ l'lf l«l!JAG, ~ Status OK !•0.N. 1.000 ~,,Dbl 1,378 8 1/8/2024 6 Hlltl PROFIS Engineering 3.0.90 www.hffll.com '••••••'•••••· .•nmm• .. ,.,.,w.,•,ww.wmumm Company: Address: Phone I Fax: Oesfgn: Fastening point: &Warnings I Concmta-Jan8,2024 Load for Bridge Foundation end soft frame Page: Specifier: E-Mail: Date: 1/8/2024 • The anchor d&slgn method& In PROFIS Engineering mqulre rigid andlcr plates per cun-ent regul&tlon$ (AS 6216:2021, ETAG 001/Annex C, EOTA TR029 etc.). Thia meama load re-dlstribuflcn on the anchora due to elaatlc def01TR8tlcna of the anchor pin ~ net considered -the anchor plate 18 aaaumed to be sufficiently altff, In ordar not to be deformed when subjected to the design loadlng. PROFIS Engineering calc:uletes the mlnlmum required anchor plate thlcknesa wlt!'I CBFEM to limit the stresa cf the anchor plat.e baaed en 1he assumptions explelned above. The proof If the rigid anchor plate assumption Is valid Is not carried cut by PROF!S Engineering. Input data and ll)Sulta must be checked for a,ureemsnt with the existing eondftlcms and for p!s.uslbllttyl • Condlllon A applies where the potential conct91& faDure aurfacM are cros.ted by supplemantery reJnl'orcement proportioned to l1e the potsn11rd conaete fallure prism Into the atructural member. Condition B appllee whera such supplementary reinforcement le not provldad, or where pullout or pryout atrength governs. • Refer to the manufaclurer'a product lltereture for cleaning and lnalallatfon lnntM:tlomi. • For additional Information a.bout ACI 318 mngth deetgn provlalona, please go to https://submlltal1.us.hlttl.comJPROFISAncholOfllgnGulde/ • Hilti post-in&talled anc:horv shell be inatalled in accordance with the HIIU Manufacturer's Printed ln&tallatfon lnwuctiona (MPII). Refarence ACI 318-19, Section 26.7, Fastening meets the design criteria! w.-,••••• -.v•,•.-•••••,,•.-,•,_.,,,._.~.,,.,, N.w.-m; ..... n,N-'rn,n,•,nmnmNuu H, H•••""'••••• .. , ......... n.•, . .v •••••••••••••-'...,••••'"-"•"•Vm,,,,_....,,,,.w., ........ .-. .-, •••• kl;Mit dala Mil l'l!IUlll l'!ll.lllt beeheelal<I for oonlill!'!llJIY\dl!l Ille~ amm!O"<II and for~llyl PROF!$ E!!aJ-"'11 ( c) 2ll~ HilUAG, Fl/4194 $dl!llll!I H11!l bi 11 ,..1'9Cf Trmimlllk of H!I!! AG, Sdlalin .. ... .... . . . .. 7 Hlltf PROFIS Engineering 3.0,90 www.hlltf.com ...... ,,.,.,. ... • , wnn•• company: Page: a Addreu: Speclller: Phone I Fax: I E-Mail: Dulgn: Concmte-Jane, 2024 Date: 1/8/2024 Fastening point Load lbr Bridge Foundation and soft frame 7 Installation data Proflle: Square HSS (AISC), HSS2X2X..250; (L x W x T) = 2.000 In. x 2.000 in. x0.250In. Hole dlamet8r In the fixture: ct,= 0.375 In. Plate thickness (fnput}: 0.250 !n. Recommended plate thlcknen: not calculated Drilling method: Hemmer drilled Cleenlng: Manual cleaning of the drflled hole according to IMtnJctlona for U$Ct le required. Anooor type and diameter: KWIK HUS-EZ (KH-EZ)-P 1/4 (1 518) Item number: 2189856 l<H-EZ P 1/4"x1 7184 Maximum lnstallatton torque: 218 In.lb Hole diameter In the base mat.rial: 0.375 In. Hole depth In !he base materiel: 1.836 In. Minimum thlokneas of the base material: 3.250 In. Hl!tl l<H-EZ.P 8Cl"eW anchor wtlh 1.625 In embedment, 1/4 (1 518}, Cetbon stsel, lnstalla11on per ESR-3027 7.1 Recommended accnaorlu . ll11111.~~L .. ........................ £l~lrt9 ........................................ ·.········································································:::·c·::::-.:.:'"'·· .................................................................. ,. .. ,., . • Suitable Rotary Hammer • Properly 8Wld drill bit Coordinate. Anchor [In,) Anchor 1 2 3 4 X ..... '1 ............ c,.. -2.000 -2.000 2.000 -2.000 -2.000 2.000 2.000 2.000 •• ••• ••.••,••.•w,••.•, •w.• ••s•w.ssww•,mY.,.•.w. • Manual blow-out pump y 2.750 Input data Md m,,;l!i! l!'IUffl bo ~for~ wfth Ille lillllllir.!I Ollll!il!OIIS arul for~ PlWFIS ~ll&!illr!fl ( o) ~ Hlll1 AG, FL-8494 Stllffi'I HIii! la a mgi&tenld 'l'mdemfflk of Hill AG, l!ml!ffll • Torque wrench 8 Hlltl PROFIS Englnurlng 3.0.90 www.hmt.com Company: Addren: Phone I Fax: Design: Fastening point: I Concrete • Jen 8, 2024 Load for Brtdge Foundation and 80ft Imme 8 Remarks; Your Cooperation Duties Page: Specifier: E-Me!I: Date: • Any and all Information and data eontalned In 1he Softwam concern solely the use of H!IU products and am based on the plinclplea, fonnulaa and security regulation• In ~c:e with Hlltl'a technical directions end operating, mounting and aaumbly Instructions, etc., lhat must be strictfy complied with by the user. All flgum mnla!Md themln am average figures. and themore un-apecl&: teste are to be Cl>nducted prior to using 1he relevant Hill! product. The multa of the calc:ulal!ona oarrted out by means of the Softwere are based esaentlslly on the data you put In. Therefore, you bear the sole mponelblllty for the absence of errors, the completeneu and tha rekMlnee of the date to be put In by you. Moreover, you beat sole reaponaibillt)' for having the results of the calculation chec:ked and aaarad by an expert, partlculsrfy with regard to compllance wllh applicable normu and permlta, prlor to using them for your speofflc facility. The Software lfflMll only aa an aid to !ntarprat norme and permlte without any guarantee n to 1he absence of em>ra, !he cormctnesa and the tale1/8!'1C8 of the msufll9 or eultabllllY fol a apacffle appllca11on. , You must take all necesaary and reasonable at&p11 to prevent or llmlt damage caused by thfil Softwara. In partlcular, you must amlll(l8 tor the ~lar baclwp of programs and data end, If eppllcable, eany out the updates of the~ offered by Him on a regular basis. If you do not uee the AutoUpdate fl.mctlon of the Software, you must anaun, that you are ualng the current and thus up-to-date VGl'$!on of the Software In each ceee by carrying out manual updetea via the Hilti WeballB. HllU will not be liable for consequences, such aa the l'GCOV$fY of lost or damaged data or programs, arising from a culpable breach of duty by you. 9 9 Hlltl PROFIS Engineering 3.0.90 239.9:!N' .. ,,_lb( 1$1.IIN • J7.ffl!l,f www.hlltl.com troom -.uth 105lbf 211l'f•m .. !.fflx t<flliNn ~.•~. •••••'•'•••••' .. •-'""••••••N ·• ••W •••••••••••««•«•««««•«««•••• •••••••• •••••••••••••••••••••••••• ... " "··········pag~:•········ $:i@l,m•U~l"~lhf-m Company: Addtets: Phone I Fax: Dealgn: Fastening point: Sptclfl•r•• commenta: 1 lnputdata Anchor ty,-and dlamatw: Item number. Effedlve embedment depth: Material: Evaluatlm Se!vloo Report: leeued I Velld: Proof: Stsnd-ol'f lnstallatlon: Anchor plateR : Proflle: Base matm1al: lftataDatlon: Relnforcement Specifier: I E-MaB: Concrele 2 -Jan 8, 2024 Date: Load for Rope Course Foundallon KWIK HUS-EZ (KH-EZ)•P 114 (1 518) 2169856 KH-EZ P 1/4"x1 718" h.,...,. = 1,180 In., hnot.1 = 1.625 In. Cetbon Steel ESR-3027 4/1/202'. I 1211/2023 Design Me1hod ACI 318-19 / Mech 9i, = 0.000 In. (no stand-off}; t = 0.250 In. ~ x 1, x t = 13.760 In. x 13.760 in, JC 0.260 In.; (Recommended plate thickness: not calculated) Round HSS (AISC), HSS6-5/8X.37S; (l x W x T) = U25 In, x 6.825 In. x 0.375 In. crac.ud concrete, 4000. fc' "'4,000 pt!; h "' 4.000 In. hammer drfll8d hole, lnatallatlon condition: Dry tension: not pmeent. shear. not present; no supplemental eplltting reinfaroernent present edge l'fllnforoement: none or < No. 4 bar R -The anchor calculation la based on a rigid anchor plate assumption. Geomstry [ln.J & Loading (lb, In.lb] ij I I 11812024 Hlltl PROFIS Engineering 3.0.90 www.hUtl.com ...................................................... Company: Page: 2 Addreaa: Speclfler: Phone! Fax: I E-Mail: Oeelgn: Concrete 2 • Jan 8, 2024 Dats: Fastening point: Load for Rope Course Foundation 1.1 O.alp multa Case ......... ~~rlpltrlt1 ' Combination 1 .............................. ~~. P~l/Moments ~~J~L Seismic ...... ~'. lJ~I: .O.ri_c:florJ:%1 2 Load caaa/ReauJtlng anchor forcee Anchorructlona [lb] Temslon force: (+Tension, -Compresslon) N = -3,822; V. • 54; Vv • 38; M,. = 1,888; M, = 4,691; M. = O; AndlOr Tenelonfotee Shear force Shear forte X Shearforcey 1 0 8 7 5 2 0 8 1 5 3 0 8 7 5 4 0 8 7 5 5 0 8 7 5 8 0 8 7 5 7 0 8 7 5 8 D 8 7 5 max. concrvtacompre88lvttettaln: 0.01 ['X,,,] max. concrvta compreselve atteee: 46 [p8l] reau1t1ng tension force In (x/y)=(0.000/0.000): o PbJ reeulting compression force In (xJy)=(8.102/8.386): 3,822 Pb] Anchor foras are calculated based en Ille anumptlon of a rigid anchor plate. 3 Tension load no 1 Loe~ N.llb] NIA . ~city t N,, ObI . ~~1.lnllon ~ ~ ~ ~ .. Status NIA NIA NIA Stee!Slrenglh· PuBcut Strengttf Concrer» Breakout Fe.llure•• NIA NIA • highest loaded anchor -anchor group (anchors In tension) • ••••w••• • •••••.•.••••••' _.,.,•.w.w.w•.w .v.w.•.•s•.,••.,•='•,w,w.-.w..w.w~w,,w•••• 11\pU! 611111 ll!Wl~!!11itbo~fbf ffll!lfclm~w11!!1M IMlldng OO!llil!IG!l•alldfwplllu~I l"!Wfll!i !tulllllillffilg ( c }200$-a4 HllllAG, fL,,M&4 Sdlsan Hill la 1111111~ 'fflldemm,f( at HIii AG.~ NIA NIA NJA NJA NIA NIA 2 Hlltl PROFIS Englneet1ng 3.0.90 www.hlltl.com Company: Address: Phone I Fax: I Dsslgn: Conerme 2. Jan a. 2024 Fastening point Load for Rope Co111'6e Foundation 4Shearload Steel stmngttt• Steel fallure (with lever arm)> Pryout S1rengthtt Conorete edge failure In direction ... L.OiHJV""~~! 8 NIA 66 NIA • highest loaded anchor ... anchor group {relevant anchont} 4.1 lteef strength V.,. = ESR value • VIIHI :2: v .. refer to ICC-ES ESR-3027 ACI 318-19 Table 11.5.2 Varlablaa ~xP~J . .. 1\q ~L 0.05 125,000 Calculations . Y-t~~l 1,550 Re'ulta .... .Yl!IIJ~L .................... t~ • '!i~Jlb] ..... ·.· ............ Y~&~~L 1,550 0.600 930 8 lnpm data mnlll m~ mim be~ for canfomili)' w!t.ll 'lh$ el!lllllng llll!ldl1ionll and for plsullbl~ Page: Specffler. E•Mall: Date: cepac1~• v,P~L ut11nt1onfl.,•~~ vfl 930 1 NIA 7,655 NIA NIA 1 NIA l'ftOF1$ ~ta)~ Hl!IAG, Fl..~ ~Hl!lli.e~ Tnldemla1!Gf HffllAG. Smman Stetua 01( NIA OK NIA 3 1/8/2024 3 Hlttl PROFIS Engineering 3.0.90 www.hlffl.com m,••ww•wn~W.••••••• •••••• d ••. -, •. •.,.~,.,;.•,.••••••••••'~"""•••••••d;.d Company: Address; Phone I Fax: I Pago: 4 Specffl&r: E-Mail: Design: Concrete 2 -Jan 8, 2024 Date: 1/812024 Fastening point Load for Rope Couru Foundation 4.2 Pryout Strangth V,w =k,,p [(t;;) IJlec,N 'l'e4,i. Vc.N lilq,.NNb] ♦ v""" :.:V1111 ~ ReeACI 318-19, Secflon 17.6.2.1, Fig. R 17.6.2.1(b) At.co =9h~ v~ = ( ~) s1.0 • 1+3h,,, ljl 111,N .. 0.7 + 0.3 ( ~) s 1.0 1V Cll.H ,. MAX(~, 1!:'1) s 1.0 Nb "kc t. l\:: Varfabln C.lculatlona ko 17 ........ A,g.lin.~ .. . ... A,m D!'-~ .. ,,....... ... 'l'.!"ift . 98.14 12.53 1.000 Ruulbl SWamlngs +~.,, 0.700 ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. {17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 3113-19 Eq. (17.8.2.6.1b) ACI 31S..19 Eq. (17.8.2.2.1} ··········· "}'<'2,N .... 1.000 ,,,,,vwtpb] 66 ···········'·"'···•'•"'"'" 4,000 J'.~J' .. t.000 !rt"'•····. 1.000 ...... ..t:'i~~t .... ,. 1,378 • The anchor design methods In PROFIS Engineering requll'lt rigid anchor plates per current regulatlons (AS 5216:2021, ETAG 001/Annex c, EOTA TR029 etc.}. Thia means load re-dlafr1butian on the anchors due to ele.Uc deformsllon9 of the anchor plate are not conald&red • the anchor plate le aaaumed to be aufflclemly 8tiff, In order not to be defom,ed when subjected to the dealgn loading. PROFIS Engineering c:alculatas the minimum required anchor plate thickness with CBFEM to llmfl the stress of 1he anchor plate based on the aaaumpUons axplalned above. The proof If the rigid anchor plat& 881umptlon la valld la not carried out by PROFIS Engineering. Input data and resufts must be checked for agreement wllh the existing concffllona end for plauelbllltyl • Condftlon A applla where the potential concrete failure 11urfa001 ere Cll'0888d by supplemaniary reinforcement proportioned to tle the potential concrete falhm, prlam Into the stNctural member. Condition B eppllu where euctt supplementary reinforcement 18 not provided, or whete pufloul or pryout swnglh governe. • • Refer to the manufactul!!r'll product lllenrtum tor dff.nlng and lnstall1111on lnalnJcttons. • For addlllonal informa11on about ACI 318 strength design provia!ona, please go to httpa://aubmlttals.u&.hllti.comlPROFISAnchorOeafgnGulde/ • Hlllf poet-Installed anchors mall be Installed In accordanoe with lhe Hlltl Menufaclurer'a Pttnted lnatelletion lnstrucllon9 (MPII). Refer.nee ACI 31&-19, Section 26.7. . ...... !1¥1f,t ffldll W l&llld!a rrA111 illll W!Md 1111 oan1!!1ln~dl lOO 9ll!llllna !!l:lrldll!!n end f!!f plaUtllb4t.,! PROMS ~ll'ller!I$ { C )~H!!UAG, l'L-$4&4 llthasl!Hl!ll !ea ~!1Cl ~af Hlt!IAG, 81:tmtm 4 HIit! PROFIS Engineering 3.0.90 www.hlltl.com Company: Addms: Phone I Fax: Deelgn: Fa&tenlng point: I concrete 2 • Jan a, 2024 Load tor Rope Couraa Foundstton Page: Specifier. E-Mail: Date: Fastening meets the design crlterlal ··················· , .. , . .-,·.,, lftl)LII datft w ~ ~11$ ~ fol'~liltwffli fM olll!nll mnd!llcm111'11! for pllQII~ PFIOl'IS £/Ql!IMl'ln@( c )~ Hlffl Aft, FL~~ H!iff ma ~red lllllll<olttm ttf Hl!II AG, &ma~ 1/8/2024 5 Hiltl PROFIS Engineering 3.0.90 www.hlltl..com Company: Addtfl&: Phone I Fax: Design: Fastening point. 6 Installation data I COncmte 2 • J11n 8, 2024 Load for Rope Courae Foundet!on Pase: Specffler: E-Mal: Dlllte: 1/B/2024 Anehor type and diameter: KWII( HUS-EZ {KH-EZ}P 114 (1 5.18) Profile: Round HSS (AISC), HSS6-6/BX.375; (L x W x T) = 6.625 In. x 6.625 In. x0.3751n. Hole diameter In the fixture: d,"" 0.375 in. Plate thlcknaM Qnput): 0.250 In. Recommended plate 1hlckness: not calouleted Drlllln; method: Hamm&r drilled Cleaning: Manual clunlng of the dr!Hed hole according to Instructions for use le required. lt.m number: 2169856 KH-EZ P 1/4"x1 718" Maximum Installation torque: 218 In.lb Hole diameter In the base material: 0.375 In. Hole depth In 1he baae materiel: 1.838 ln. M!nlm!Jm thlckneas of the base matenal: 3,250 In. Hffli KH-EZ.P oomw anchor with 1.625 In embedment. 1/4 (1 Ml), carbon llleel, lmaflatlon per ESR-3027 8,1 Rfcom!Mnded HCNaorfoa ~11119 ·---~'~!mt .. • Suitable Rotary Hammer • Manual blow-out PIJl"IIP • Properly 8lzed drill bit 'I 6.875 6.875 Coordlnma Anchor [In.) 2.150 1.375 Anchor X ....... 'f., . . C..,_ c,. ........ , C'L " , ~:t .. 1 0.000 •5.500 2 3.350 .3.350 3 .o.500 0.000 4 5.500 0.000 ................. , ... .; .. ,-. ....•................... •-•• ··················· . ·····•····· l~da'la a!ld !'IIIWlil!IIUltba~fllr~l!yl'.ffl lM ~~• Md fcrp~~I Anchor 5 e 7 8 PROl'IS Ell!!~ { c 1202024 HOO AG, Fl.-8494 tiesn Hitt !1 a r!iflilternd Tmdemll!ltol/ Hl!l Alt~ X .3.350 3.350 0.000 •USO Setting. . . • Torque wrench )I 3.350 3.350 5.500 ~.350 8 Hlltl PROFIS Engineering 3.0.90 www.tifflLeam Company: Addma: Phone I fax: Det.lgn: Futenlng point· I Ccncrete 2 -Jan 8, 2024 Lead for Rope Coume Foundation 7 Remarks; Your Cooperation Duties Page: S~er. E-Mal: Date: • MY and all lnforma11on and data contained In the Software concern solely 1he use of HIit! products and are b88Gd on the principle&, fom\ulae and security regulations In accordance wflh HIii!'& tachnlcal dlreetlona and operating, mounting and a888mbly ln&1ructlt.lns, etc., that muat be atrlctly oompllod with by Uls uaer. All figure$ contained thenlln are awrage figures, and therefore ua&-apecllic test& are to be condueted prior to Utllng ihs relevant HIit! product. The reault& of !he calel.llalfona carried out by means of !he Softwn are baaed eaaentlally on. the data you put In. Therefore, you bear Che sol• mponslblllty for tht abaente of errors, the compl&temmi and th& relJvanoe of Iha data to be put In by you, Moreover, you bear eole rftponsibiltty for having th• tesults of 1he calculatlon thsck&d arid o!eared by an expert. partlculariy with 199Grd to compllanoe with appllcable norm, and perm1ta. prior to ualng them for your specllic faclllty. Th& Software serves orily as an aid to lnt(lt'!)m nonne and permtte without any guarantee u to the absence of errors. the 00f'l"8ClneSS arid tho m!&vanca of the results or aultablllty ror a ep&Cfflc application. • You must take all neceesary and reasonable etape to prevent or llmlt damage caund by the Saltware. In particular, you must arrange far the regular backup of programs and date and, If appllcable, cany out the updates of the Software offered by Hlltl on a 1'9gt.llar ball. If you do not use tho AutoUpdete function of the Soflwere, you muat enaure that you are using the aJrrent and ttwa up-to-ttet. veralon of the Software In each c:aee by carrying out manual updates via the Hilti Webllte. HIit! will not be liable for ccnHquences, such u the t'9COV6ly of lost or damaged dais or programs, arlelng from e culpable br8ach of duty by you. ~amanint;.·•·t,e~ far~it;·.;·h··~ ~W fcrPfflualblnt-,1 PROFIS~lr!Mmg( O ,~ HfllAG, FL-9494 Silhaln Hill Illa ro,;!a=rml iradem1ltef Hlll 11.G,St:llalln 7 7 Calculation Cover Sheet Customer K&C USA Project Title K&C Indoor playground Calculation Title Indoor playground equipment -Softplay Calculation Method Ansys workbench was the primary tool used for the analysis and design of the indoor playground equipment -softplay Software Used Title Version Ansys workbench 2020R2 Assumptions None that require further confirmation. References 1. ASCE 7, Minimum Design Loads for Buildings & Other Structures, 2016 2. ASTM F1918-21 Standard Safety Performance Specification for Soft Contained Play Equipment 3. Seismic data by A TC council 1 Contents • Units • Codes, Standards & Design Parameters • Seismic • Dead loads • Live loads • Material Data o Structural Steel o Plastic, PC {copolymer, heat resistant) " Wood. Oak • Model (C4) o Geometry • Part ■ Parts o Materials o Cross Sections • RectTube1 o ,9oordinate Systems r, Connections , .. , Mesh o Static Structural (C5} • Analysis Settinqs • Accelerations • loads • Solution (C6) • Solution Information • Equivalent Stress • Beam Tool • Results • Probes • Material Data o Structural Steel o Wood, Oak Units TABLE 1 Metric (m,_~1;11 .. ~.!.~L.Y,'.L~) Radians rad/s Celsi·IJ·~· Radians rad/s Celsius ................................................... ,.,. .. ,------····•··•·······-················· Codes, Standards & Design Parameters a) ASCE 7-16 b) ASTM.F1918 Seismic Occupancy Category Ill 2 Importance Factor le =1 Site Class D Design, 5% Damped, Spectral Response Acceleration Parameter (short period), Sos= 0.723 From ASCE7-16 Table 15.4-1,Rp = 1.0 the seismic design base shear can be calculatedusing Equation 12.8-1 of ASCE 7-16: V= CsW(Eq. 12.8-1) Where: Vis the seismic design base shear Cs is the seismic response coefficient based on Section 12. 8. 1. 1 Wis the effective seismic weight as per Section 12.7.2 The formula for determining the seismic response coefficient is: C5 = S~s (Eq. 12. 8-2) Where: S05 is the design spectral response acceleration parameter in the short period range (from USGS Data) R is the response modifcation factor as per Table 12.2-1 le is the importance factor determined from Section 11. 5. 1 However, we need to satisfy Equations 12.8-3 to 12.8-6: The value of C, should not exceed 12.8-3 or 12.8-4 Dead load Dead load will be calculated by software according to the material and volume. Live load ASTM F1918 section 10.4 Components and Structures Subject to Vertical Loads. 10.4. 1 Determine the number of simultaneous users, n, of acomponent or structure as specified in this section. If n is nota whole number, round to the next largest whole number. Placen load distribution devices on the component or structure in amanner that simulates the anticipated load distribution. Simul. taneously load each load distribution device with a downwardforce,F, given by the following equation: (1) where: 3 F = force/load distribution device. 250= user weight, lb, and ( 1 + ;;)= dynamic factor. The force shall be applied gradually and maintained for a period of 5 min. 10.4.2 Individual Surface 10.4.2. 1 This section applies to components such as platfon~ crawl tubes, junction boxes and stair treads. Determine the component projected surface area, A. For a rectangular horizontal platform, A =(length) x (width). For other than horizontal surfaces, A = the projection of the component use area onto a horizontal plane. The component use area is the maximum component extents which are normally contacted during use. Use this value of A in Eq 2 or Eq 3 and determine the number of users, n, (round to the next largest whole number).Use this value of n in Eq 1 to determine the magnitude of each force to be applied. For A, m2 : Material Data Structural Steel A n = 0.35 TABLE 2 Structural Steel > Constants ,--------, 7850 kg m"-3 1.2e-005 C"-1 434 J kg"-1 C"-1 60.5 W m"-1 C"-1 1.?e-007 ohm m TABLE3 Structural Steel > Color TABLE 4 TABLE 5 TABLE 6 Structural Steel > Tensile Yield Strength 4 (3) Wood, Oak TABLE 7 Structural Steel > Tensile Ultimate Strength TABLES TABLE 9 Structural Steel > S-N Curve 3.999e+009 10 0 2.827e+009 20 0 f--------t----+--1.896e+009 50 0 1.413e+009 100 0 1.069e+009 200 0 4.41 e+00B 2000 0 2.62e+008 10000 0 2.14e+008 20000 0 1.38e+008 1.e+005 0 1.14e+008 2.e+0051 0 8.62e+007 1.e+006 0 TABLE 10 Structural Steel > Strain-Life Parameters TABLE 11 TABLE 12 TABLE 13 Oak > Constants 5 ------~ .935.7 kg m"'-3 4. 776e+007 Pa 1.467e+008 Pa 4.69e-006 C"'-1 Model (C4) Geometry TABLE 14 TABLE 15 TABLE 16 0.4528 W m"-1 C"-1 1685 J kg"-1 C"-1 Soft play can be simplify as one element as below: LOADING AND BOUNDARY CONDITION 6 TABLE 17 ____ Model{C4)_> .. Geometry ···•··-------- ____ G_e_ometry"---- Full Defined D:\4.youle\BRIDGE\LANGQIAO _ SHUWU _files\dpO\Geom- ______ 1_\D_M_\Geom-1 _.ag'--d_b ________ , Design Modeler Yes Yes Yes No Yes Yes No 3-D No None 7 Yes Yes TABLE 19 Model (C4) >Geometry> Part> Parts;c.--- -.-5-0-F.-5-0-F'i'soi=· SOF i SOFfSOF i SOF i SOFT T SOFT 1 T T T T T • T I T Flexible Default Coordinate System By Environment RectTube1 .............. Refre~~~~o~:dat_e __________ J -------------------- None Beam 8 8.3448e-004 m3 m3 6.5507 kg 11.437 : 9.6649 i kg ~~- 1.22 m 2.13 m: 1.8 m 6.84e-004 m2 3.7141e-007 m2•m2 3.7141e-007 m2•m2 7 None TABLE 20 Model C4 Surfa Surfac Surfa SOFT SOFT SOFT SOFT ce e ce Body Body Body Flexible Default Coordinate System By Environment RectTube1 9 Refresh on Update Centroid Middle None Beam Shell 3D 1.8e-002 m Structural Steel Yes _w_o_od_,_o_a_k ___ ~ Yes 1e-3.9528e-002 1 e- 002 m' 002 m' m' m3 m3 25.06 36.986 kg 25.06 36.986 kg 9 kg ........ 9 .. k9 .... m m 6.84e-004 m2 3.7141e-007 m2•m2 3.7141e-007 m2-rn2 0.61 0.m 1.22 0.61 m m m 0.m 0.9m 1.8 m 0.9m -0.61 m 0 •-1.22 .m' m 3.109 14.574 3.109 9.9863 3 kg·m2 3 kg·m2 kg·m2 kg·m2 10 Coordinate Systems '6.218 4.5875 7 kg·m2 _kg·m2 3.109: 9.9863 3 kg·m2 k ·m2 1.488 2.196 m2 TABLE 23 > Cross Sections > RectTube1 RectTube1 3.e-003 m 3.e-003 m 3.e-003 m 6.84e-004 m2 3.7141e-007 m2-m2 3.7141e-007 m2•m2 11 6.218 4.5875 7 kg·m2 kg·m2_ ··············•····· ........... 3.109; 14.574 3 kg·m2 ~9·m2 1.488 2.196 m2 Connections Mesh TABLE 24 s > Co~rdinateSy~tem TABLE 25 12 No Default (1.2)_ Yes Default (8.7503e-004 m). Yes Default (1.7501e-003 m) Default (0.5236 rad) No 4.2921 m 1.9601 m2 1.22 m Static Structural (C5) TABLE 28 Smooth Transition 0.272 2 1.2 Dimensionally Reduced .... Program Controlled Yes No Default (1.5751e-003 m) No 522 tructura/ (C No C4 > Static Structural (CS) > Analysis Setting~-- Ana/ysis Settings 1. 1. s 13 Program Controlled ,__ ________ P_ro_2ram Controlled ...... ,.P.r.?gr.am Cont.r.9..I.I~9. Program Controlled Program Controlled ___ P_re>,gram Con!r.?.11~-~·········--------l f---_________ P_mgram Co~f,r,9.II_~9.. No Yes Yes No No Yes Yes No No D:\4. youle\BRIDGE\LANGQIAO _ SHUWU _files\dp0\SYS- 1 \MECH\ None No Program Controlled Yes No Active System mks 14 TABLE 29 > Static Structural C5 > Accelerations Standa_r._d Earth Gravity : Acceleration Full Defined 0. m/s2 (ramped) -9.8066 m/s2 (ramped) 0. m/s2 (ramped) No -Y Direction Defined Vector !7.17 m/s2 (ramped) FIGURE 1 Model {C4) > Static Structural {C5) > Standard Earth Gravity L FIGURE 2 Model {C4) > Static Structural {CS) > Acceleration 15 l. IP------······························----············································································-~--····························································· >"I o. ti'.< .................................................................. --~-···························································································---~ .............................................................. 1 r_ TABLE 30 • Model C4 > Static Structural CS > Loads Fixed Fixed Fixed Pressur I Pressur Pressur Pressur Pressur Suppo Suppa Suppa e • e 2 e 3 e 4 e 5 rt2 rt3 rt4 No Components Surface Effect Deformed Global Coordinate System -208.1 208.1 O.Pa Pa Pa (ramped (ramped (ramped ) ) ) 0. Pa (ramped) -2081. Pa (ramped ) 0. Pa (ramped) 0. Pa (ramped) 208.1 -208.1 Pa Pa 16 (ramped, (ramped > I > FIGURE 3 Model (C4) > Static Structural (CS) > Pressure FIGURE 4 Model (C4) > Static Structural (CS) > Pressure 2 17 FIGURES Model {C4) > Static Structural {CS) > Pressure 3 L FIGURES Model (C4) > Static Structural (CS) > Pressure 4 18 l. W&-i ....................................... ·-----------~·······················································-------····----····································--·--····--------·----.. ----·--.-.-1 L FIGURE 7 Model {C4) > Static Structural {C5) > Pressure 5 1. L Solution (C6) 19 TABLE 31 > Static Structural {C5) > Solution TABLE 33 20 olution (C6)j Solved • CG > Solution Information All Nodes Connection Type No ....... Sing,_le __ Lines ..... !IS 0:. ..... FIGURE 8 Model (C4) > Static Structural (CS) > Solution (C6) > Equivalent Stress TABLE 34 Model (C4) > Static Structural (CS) > Solution (C6) > Equivalent Stress TABLE 35 Model (C4) > Static Structural CS > Solution (C6) > Beam Tool Beam Tool Solved TABLE 36 Model (C4) > Static Structural (CS) > Solution (C6) > Beam Tool > Results 21 Direct Stress .8145e+006 Pa 2.2745e+006 Pa -8.0936e+005 Pa Minimum Combined Stress Solved Time Last Yes 3.4246e+005 Pa -1.0359e+007 Pa FIGURE9 Maximum Combined Stress 5.0232e+007 Pa 8. 7 406e+006 Pa Model (C4) > Static Structural (CS) > Solution (C6) > Beam Tool > Direct Stress ..... ~ ..... 22 TABLE 37 FIGURE 10 Model (C4) > Static Structural (C5) > Solution (CS) > Beam Tool > Minimum Combined Stress ..... C. .... [sl TABLE 38 Model (C4) > Static Structural (C5) > Solution (CS)> Beam Tool> Minimum Combined Stress FIGURE 11 Model (C4} > Static Structural (C5} > Solution (CS) > Beam Tool > Maximum Combined Stress 23 ,... C. ..... TABLE 39 Model (C4) > Static Structural (C5) > Solution (C6) > Beam Tool > Maximum Combined Stress TABLE40 Model (C4 > Static Structural C5 > Solution (C6) > Probes ..... T ~--i .. -----~ L Force i Force Force i M t I Moment ·1· Moment Moment ,orce R • 'R t· R t· ' omen 'R t· R t· R t· R t. eactJOn i eac JOn eac 10n i R t· i eac 10n 1 eac ton eac 10n eac,on 2 I 3 4 I eac,on 1 2 ! 3 4 Solved Boundary Condition Fixed Fixed Fixed Fixed Fixed Fixed Fixed Support Support Support S rt Support Support Support 2 3 4 uppo 2 3 4 Global Coordinate System No 24 3293.1 N -102.31 -102.33 -0.23963 0.2401 I 0.23874 I-0.24068 N N N·m N·m N·m : N·m 603.14 I 603.13 -2.0641 2.0635 1.991 -1.9901 N I N N·m N·m N·m N·m 624.2 N·m 620.15 620.14 -102.31 -102.33 0.23874 -0.24068 N N N·m N·m N·m N·m 1----+---··························••« ................................ . -2.0641 2.0635 1.991 -1.9901 N·m N·m N·m N·m 620.15 ! 620.14 -102.31 0.23874 -0.24068 N N·m N·m N·m N·m 603.14 • 603.13 -2.0641 i 2.0635 1.991 -1.9901 N N N·m N·m N·m N·m 620.15 620.14 FIGURE 12 Model (C4) > Static Structural (CS) > Solution {C6) > Force Reaction 25 TABLE41 FIGURE 13 Model (C4) > Static Structural (C5) > Solution (CS) > Force Reaction 2 26 TABLE42 FIGURE 14 Model (C4) > Static Structural (CS) > Solution {C6) > Force Reaction 3 2J fsl TABLE43 FIGURE 15 Model (C4) > Static Structural (C5) > Solution {C6) > Force Reaction 4 28 ♦ [SJ TABLE44 FIGURE 16 Model (C4) > Static Structural (C5) > Solution (CS) > Moment Reaction 29 fsl TABLE45 FIGURE 17 Model (C4) > Static Structural (C5) > Solution (C6) > Moment Reaction 2 30 fsJ TABLE46 FIGURE 18 Model (C4) > Static Structural (CS) > Solution {CG) > Moment Reaction 3 31 fsl TABLE47 FIGURE 19 Model (C4) > Static Structural (C5). > Solution (C6) > Moment Reaction 4 32 [s! TABLE48 Reaction summary TABLE 49 Fz 603.14 624.2 N·m N N·m -2.8708 3293.1 N 603.13 624.19 0.2401 N·m 2.0635 N·m N N N·m -2.8026 -102.31 597.46 620.14 0.23874 N·m 1.991 N·m N N N N·m -102.33 597.46 620.14 -0.24068 -1.9901 N N N·m N·m N·m Since Fy positive is press on the metal plate. Also one plate have 4 mechanical anchors Fx and Fz is within 4 x Shear force, Fy negative within 4 x tensile force, mechanical anchor is suitable. 33 34 Calculation Cover Sheet Customer K&C USA Project Title K&C Indoor playground Calculation Indoor playground equipment -elevated walkway Title -.r,.,,.w,.,.¥,.,,.,.,-,m«««<• .. ••N"~-• Calculation Method Ansys workbench was the primary tool used for the analysis and design of the indoor playground equipment -elevated walkway Software Used Title Version Ansys workbench 2020R2 Assumptions None that require further confirmation. References 1. ASCE 7, Minimum Design Loads for Buildings & Other Structures, 2016 2. ASTM F1918-21 Standard Safety Performance Specification for Soft Contained Play Equipment 3. Seismic data by A TC council 1 Contents • Units " Codes, Standards & Design Parameters " Seismic • Dead loads • Uve loads • Material Data o Structural Steel o Plastic. PC {copolymer, heat resistant) o Wood, Oak • Model (84) Units o Geometry • Part 3 • Parts o Materials o Cross Sections • RectTube1 o Coordinate S_ystems o Connections ._, Mesh o Static Structural (85) • Analysis Settinqs • Accelerations • Loads • Solution (86) • Solution Information • Equivalent Stress • Beam Tool • _Results • Probes TABLE 1 Metric (m, kg, N, s, V, A) Radians rad/s Celsius Radians rad/s Celsius Codes, Standards & Design Parameters a) ASCE 7-16 b) ASTM F1918 Seismic Occupancy Category Ill Importance Factor le =1 Site Class D 2 Design, 5% Damped, Spectral Response Acceleration Parameter (short period), Sos = 0.723 From ASCE7-16 Table 15.4-1,Rp = 1.0 The seismic design base shear can be calculated using Equation 12.8-1 of ASCE 7-16: V = CsW(Eq.12.8-1) Where: V is the seismic design base shear Cs is the seismic response coefficient based on Section 12.8.1.1 Wis the effective seismic weight as per Section 12.7.2 The formula for determining the seismic response coefficient is: Cs=~ (Eq. 12.8-2) Where: SDs is the design spectral response acceleration parameter in the short period range (from USGS Data -ATC Council) ,R is the response modification factor as per Table 15.4-1 le is the importance factor determined from Section 11.5.1 However, we need to satisfy Equations 12.8-3 to 12.8-6: The value of C, should not exceed 12.8-3 or 12.8-4 Dead load Dead load will be calculated by software according to the material and volume. Live load ASTM F1918 section 10.4 Components and Structures Subject to Vertical Loads.10.4.1 Determine the number of simultaneous users, n, of component or structure as specified in this section. If n is nota whole number, round to the next largest whole number. Place load distribution devices on the component or structure in a manner that simulates the anticipated load distribution. Simultaneously load each load distribution device with a downward force, F, given by the following equation: F = 250 ( 1 + ~) (1) where: F = force/load distribution device. 250= user weight, lb, and ( 1 + ~)= dynamic factor. The force shall be applied gradually and maintained for a period of 5 min. 10.4.2 Individual Surface 10.4.2.1 This section applies to components such as platform, crawl tubes, junction boxes and stair treads. Determine the component projected surface area, A. For a rectangular horizontal platform, A =(length)x (width). For other than horizontal surfaces, A= the projection of the component use area onto a horizontal plane. The component use area is the maximum component extents which are normally contacted during use. Use this value of A in Eq 2 or Eq 3 and determine the number of users, n,{round to the next largest whole number).Use this value of n in Eq I to determine the magnitude of each force to be applied. For A, m2: A n=--0.35 (3) 3 Material Data Structural Steel TABLE 70 Structural Steel > Constants -------, 7850 kg mA-3 1.2e-005 C"-1 .. 1~4 J kg"-1 C"-1 .. 60.5 W m"-1 CA-1 1.?e-007 ohm m TABLE 71 Structural Steel > Color TABLE 72 Structural Steel > Compressive Ultimate Strength TABLE 73 TABLE 74 Structural Steel > Tensile Yield Strength TABLE 75 Structural Steel > Tensile Ultimate Strength TABLE 76 TABLE 77 Structural Steel > S-N Curve ~lt~'.tli~lll\i:~$$ Rafi!l@119i~li!Me~n sie~~[lffi~ll 3.999e+009 10 • 0 • 2.827e+009 20 0 1.896e+009 50 0 1.413e+009 100 0 1.069e+009 200 0 4.41e+008 2000 0 2.62e+008 10000 0 2.14e+008 20000 0 4 1.38e+008 1.e+005 0 1.14e+008 2.e+005 0 8.62e+007 1.e+006 0 TABLE 78 Structural Steel > Strain-Life Parameters TABLE 79 !il'gijg:~rvt9~0 2.e+011 TABLE 80 Plastic, PC (copolymer, heat resistant) TABLE 81 TABLE 82 ll1! { ; 1~g~~!l;1 . 0.4 . i:rvt~~J~E!d!~!;i1 TABLE 83 TABLE 84 istant) > Constants .. ·-········ 1· 160 kg mA-3 6.193e+007 Pa 6.282e+007 Pa 9.786e-005 CA-1 0.1998 W mA-1 CA-1 1190 J kgA-1 CA-1 Plastic, PC (copolymer, heat resistant}> Isotropic Secant Coefficient of Thermal Ex Wood, Oak / 5 Oak > Constants TABLE 86 TABLE 87 TABLE 88 6 -------935.7 kg m"-3 4.776e+007 Pa 1.467e+008 Pa 4.69e-006 C"-1 0.4528 W m"-1 C"-1 1685 J kg"-1 C"-1 Model (B4) Geometry LOADING AND BOUNDARY CONDITION 7 TABLE2 Model (84) > Geomet.~--------- Yes Yes Yes No Yes Yes 8 No 3-D No None Yes Yes TABLE 3 TABLE4 Model 84 > Geomet > Part 3 > Parts GUJI l GUJI GUJIA GUJI GUJI • GUJ/ GUJI GUJI GUJI i GUJI A ! A A A A A I A A i A Flexible 9 Default Coordinate System By Environment RectTube2 R~~\Tut ___ _ RectTube2 Refresh on Update Centroid None Structural Steel Yes Yes 7m m 0.538 0.16 m 27 m m O.m 0.16 0.568 0.57 0.548 0 2e-0.224 27 m 77 m • m 17 m m m 002m 8e-4e-8e-Se-4e-9e- 004 ml 004 ml 004 004 m, 004 004 I m, ml m3 I ml ffil ml m, m:i ! ... , ................ ........................ .......... ...................... ··················-........ 1 0.859 8.1907 0.859 3.051 3.060 4.247 0.644 0.859 3.835 i 1 kg kg 1 kg 3 kg 6 kg 3 kg 33 kg 1 kg 5kg 0.16 2.35m 0.16 0.568 0.57 0.791 0.12 0.16 0.714 i m rn m 27m m 01 m m m 32m i 6.84e-004 m 2 4.44e-6.84e-004 m2 • 004 m 2 1.0197 1.8429e-007 m2-m2 e-007 1.8429e-007 m 2•m2 m2·m2 1.0197 5.5853e-007 m2·m2 e-007 5.5853e-007 m 2•m2 None 10 m3 3.835 5 kg TABLE 5 --~M_od~e_lj_l:3,~)> Geomet _>~P_a_rt_3...,.>_P_art_s..,--____ ,,,_,,, __ 4e- 004 rn3 0.859 1 kg G~JI G~J/ G~JI I GUJIA GUJIA GUJIA GUJIA GUJIA RectTube2 6e-4e- 003 003 m' rn' 8.914 8.591 8kg kg Flexible Default Coordinate System By Environment : RectT RectT RectT RectT RectT ube1 ube2 ube1 ube2 ube1 Refresh on Update 6e- 003 m• 8.914 8 kg Centroid None Yes Yes Be- 005 m' m3 0.64 5.5766 433 kg kg 11 m 0.5487 7m m' 4.2473 kg 0.m 0.57m 0.m m' rn3 rn' 5.5766 3.0606 5.5766 kg kg kg 0.16 1.660 1 6 1.660 0.12 1.6 m 0.7910 1.6 m 0.57m 1.6 m m 3m • m 3m m 1m 6.84e-004 m2 4.44e-6.84e-4.44e-6.84e-4.44e- 004 m2 004 m2 004 m2 004 m2 004 m2 1.0197 1.8429 1.0197 1.8429 1.0197 1.8429e-007 m2-m2 e-007 e-007 e-007 e-007 e-007 m2,m2 m2,m2 m2·m2 m2-m2 m2,m2 1.0197 5.5853 1.0197 5.5853 1.0197 5.5853e-007 m2•m2 e-007 e-007 e-007 e-007 e-007 TABLES Model 84 > Geomet > Part 3 > Parts GUJIA I GUJ/A I ~~J ~~JI GUJIA i GUJIA I GUJIA ~~J ~~JI GUJIA I Flexible Default Coordinate System By Environment RectTu I RectTu RectTube ! RectTu ! RectTu RectTu RectTube I RectTu be1 be2 1 i be2 i be1 be2 1 ' be2 Refresh on Update Centroid None Beam Yes 12 0.5682 7m --~ 1.0434e-8.436e- m3 m3 003 m3 m3 m3 m3 004 m3 m3 5.5766 0.8591 8.1907 kg 0.8591 6.6223 3.0513 6.6223 kg 3.0606 kg kg kg kg kg kg 1.6 m 0.16 m 2.35m 0.16 m 1 9 i 0.5682 • m: 7m 1.9 m 0.57m 4.44e-6.84e-4.44e-6.84e-4.44e-6.84e-4.44e-6.84e- 004 m2 004 m2 004 m2 004 m2 004 m2 004 m2 004 m2 004m2 1.0197 1.8429 1.0197e-1.8429 1.0197 1.8429 1.0197e-1.8429 e-007 e-007 007 e-007 e-007 e-007 007 e-007 m2·m2 m2·m2 m2·m2 m2·m2 m2-m2 m2·m2 m2-m2 m2-m2: 1.0197 5.5853 , 1.0197e-5.5853 1.0197 5.5853 1.0197e-5.5853 e-007 e-007 I Mode GUJI i GUJI A I A 007 e-007 e-007 e-007 007 e-007 TABLE 7 > Part 3 > Parts ~-------,--,--""a GUJ/ I GUJIA GUJJ GUJ/ A · A A Flexible Default Coordinate System By Environment RectT RectT , RectT ! i RectT RectTube2 ube1 ube2 , ube1 I RectTube2 • ube1 RectTube2 13 8e- m" 005 m" m' m" 6.6223 4.247 6.6223 kg 3 kg kg 0.791 1.9 m 01 m 6.84e-004 4.44e- m2 004 m2 1.8429e-1.0197 007 m2·m2 e-007 m2-m2 5.5853e-1.0197 e-007 12 Refresh on Update Centroid None Yes Yes 5.0212 e-002 0. m m m' ffi3 0.8591 6.6223 kg kg 0.16 m 1.9m 6.84e-4.44e- 004 m2 004 m2 1.8429 1.0197 e-007 e-007 m2-m2 m2,m2 5.5853 1.0197 e-007 e-007 1 12 None TABLE 8 2e- 002 4e- 004 m" 9e- 004 m' 0.859 3.835 1 kg 5 kg 0.16 0.714 m 32m 6.84e-004 m2 1.8429e-007 m2,m2 5.5853e-007 1 4 ml 6.6223 kg 1.9 m 4.44e- 004 m2 1.0197 e-007 m2,m2 1.0197 e-007 12 0.224 6e- 17 m 002 9e-Se- 004 004 ffi3 m' 3.835 1.415 5kg 7 kg 0.714 0.263 32m 67m 6.84e-004 m2 1.8429e-007 m2,m2 5.5853e-007 4 2 --~--_M_o_d~el ... B4 > GeC>'!'~try > Part 3 ~-~~a_rt_s_~-~--~-- GUJI I GUJIA GUJ/ I GUJIA I GUJ/ I GUJ/A GUJ/ i G~JtA GUJ/ Al A1 :A: Al A 14 11 RectT ! 11 ube1 I m, m, Yes No Flexible Default Coordinate System RectT ube1 m3 By Environment 11 RectT I' 11 ube1 RectT ube1 11 RectT ube1 11 Refresh on Update 4e- 003 m3 Centroid None Yes Yes m, 15.132 7.104e 34.366 7.992e e-e-5e- 003 -004 004 -005 003 m, m3 m3 m' m3 3.165 6.6223 9.909 6.6223 9.909 5.5766 8.890 5.5766 2.642 0.6273 8.890 2 kg kg 8 kg kg 8 kg kg 3 kg kg 6 kg 7 kg 3 kg 0.191 19 06 19 06 16 0.538 16 0.16 018 0.538 . m • m . m . m • m 27 m • m m • m 27 m 4.44e-2.104 4.44e-2.104 4.44e-2.104 4.44e-2.104 4_44e-2.104 004 m• e-0023 004 m2 e-0~3 004 m2 e-0~3 004 m2 e-003 004 m> e-0023 ~ m m m ~ m 2 3.690 3.690 3.690 3.690 3.690 1.0197 Se-1.0197 Se-1.0197 Se-1.0197 5e-1.0197 5e- e-007 006 e-007 006 e-007 006 e-007 006 e-007 006 m2·m2 m2·m m2·m2 m2·m m2·m2 m2 ·m m2·m2 m2·m m2·m2 m2·m 2 2 2 2 2 15 11 I 1.334 1.334 1.334 1.334 1.334 1.0197 8e-1.0197 8e-1.0197 8e-1.0197 8e-1.0197 8e- e-007 006 e-007 006 e-007 006 e-007 006 e-007 006 4 12 4 10 3 10 1 3 I None --i TABLE 9 Model B4 > Geomet > Part 3 > Parts No Flexible Default Coordinate System By Environment RectTube1 Refresh on Update Centroid None Yes --------------------------·--·i Yes O.m 0.3m 0.m 0.3m m 1.3399 1.5156 0.m 0.3m 0.3m e-002 m m 0.m 1.9 m 1.6 m 0.m 16 7.104e-004 m3 1.8837 5.9493 1.8837 4.234e e-004 e-004 e-004 -005 1.4787 4.6702 1.4787 0.3323 . .,., ....... ., .. ., ..... _5_.5_7_6_6_k_g __ .. ., ........ , ........ kg ...... k9.. kg 7 kg 1.6m 0.4242 1.3399 0.4242 9.536e 6 m m 6 m -002 m 4.44e-004 m2 1.0197e-007 m2·m2 1.0197e-007 m2·m2 None TABLE 10 l ···················ll!lodel 84) > Geometry ~ Part 3 > Parts .GUJIA GUJIA GUJIA I G~JI I GUJ/A I GUJIA I G~J/ G~JI G~J/ GUJIA Meshed No Flexible Default Coordinate System By Environment RectTube1 Refresh on Update Centroid None Structural Steel 17 GUJI A Yes Yes 3.9692 1.5604 3.6509 i 8.436 3.6509 1.5604 e-004 e-004 e-004 I e-004 e-004 e-004 8.436e-004 m3 m' m' m' m' m' m' ... --+----+--~--+---+-------,---3.1158 1.2249 2.8659 6.622 2.8659 1.2249 3.1158 6.622 kg kg kg 3 kg kg kg 6•6223 kg kg 3 kg 0.8939 0.3514 0.8222 1 9 0.8222 0.3514 1 9 0.8939 1 9 5m 4m 6m • m 6m 4m • m 5m • m 4.44e-004 m2 1.0197e-007 m2-m2 1.0197e-007 m2·m2 2 12 None TABLE 11 Model (B4) > Geomet > Part 3 > Parts GUJ/ I GUJ/ GUJ/ I GUJ/ ! GUJ/ UJI GUJ/ j GUJI GUJ/ GUJI I GUJI A A A Ai A A A A.A A A Flexible Default Coordinate System By Environment RectTube1 11 RectTube2 18 m" m Refresh on Update Centroid None Yes Yes 7e-3e-6e-7e-9e-4e- 004 004 004 004 003 004 rn3 m3 m• m3 m" rn3 1.478 4.670 6.62 1.478 23.60 2.419 7 kg 2 kg 23 kg 7 kg 4 kg 7 kg 0.424 1.339 1.9 0.424 1.429 0.450 26m I 9m m 26m • 1m 65m 2.104 4.44e-004 m2 e-003 m2 3.690 1.0197e-007 m2·m• 5e- 006 m2·m2 1.334 1.0197e-007 m2-m2 8e- 006 TABLE 12 4e-5e- 004 004 m, m• 92 rn 0.141 5.021 2e-43 rn 002 m 4e-4e- 004 004 rn3 ll)3 0.859 1.415 2.419 0.859 I 1 kg 7 kg 7 kg 1 k ' 0.16 0.263 0.450 0.16 m 67 m 65 rn m 6.84e-004 m2 1.8429e-007 m2·rn2 5.5853e-007 m2·rn2 Model B > Part 3 > Parts GUJIA : GUJ/A GUJ/A I GUJ/ G~JI GUJIA ! 19 11 0.m 0.5107 9 rn m3 Yes Flexible Default Coordinate System By Environment i ___ R_e_c_tT_u_b_e1___ ~----R-ec_t_Tu_b_e_1 __ --_---ii Refresh on Update Centroid None. Yes Yes 7.9454 0.5798 7.9454e-0.5798 0.51151 rn e-002 0. rn m 002 rn m m rn 0.m i 1.9399 0.m ' m m' 004 m3 m' m' m3 005 m3 m3 8.4364 0.2769 1.7828 kg 0.2769 32.041 2.0208 0_27693 kg 2.0208 kg 3 kg 3 kg kg kg kg 0.5107 7•9454 1 9 m e-002 : 0.51151 m ::cio5 2 4 1.9399 0.5798 7.9454e-0.5798 m m 002 rn m m rn 2.104e-003 2.104e 4.44e-004 m2 -003 rn2 m2 4.44e-004 m2 3.6905e-006 3.6905 m2-m2 1.0197e-007 m2•m2 e-006 m2-m2 1.0197e-007 m2•m2 1.3348e-006 1.3348 1.0197e-007 m2-m2 e-006 1.0197e-007 m2-m2 20 3 7 5 7 5 25 9 3 9 1 3 2 3 2 12 4 1 4 None TABLE 13 Model B4 > Geomet > Part 3 > Parts GUJI I GUJ/ GUJ/ GUJ/ ! GUJI f GUJ/ I GUJI i GUJ/ 1 GUJI GUJI GUJI A i A I A A A A A'A'A A A Flexible Default Coordinate System By Environment RectTube1 Refresh on Update Centroid None Yes Yes le-1e-0. m 9m 002m 002m 0.358 0.146 5.812 9.343 0.328 2.753 2.753 0.475 0.358 4e-1e-6e-0.m 6e-37 m 61 m ,003m 003 m 43m 002 m 002m 04m 37m 1.889 1.555 1.623 2.610 3e-4e-Be-2e-4e-ffi3 4e-m3 Be-3e- 21 004 004 005 005 004 004 I 004 004 m3 m3 m" ml m3 m3 m" I ml m3 ' 1.483 i 1.221 0.127 0.204 2.735 0.448 5.57 I 0.448 3.956 1.483 1 kg , kg 47 kg ~~g 3 kg_ kg 66kg_ kg 3 kg 1 kg 0.425 0.350 3.657 5.878 0.784 0.128 1.6 0.128 1.135 0.425 2e-8e-m 53m 32m 002m 002 m 78m 54m m 54 m 1 m 53m 4.44e-004 m 2 ----......................... ,_,._ .... 1.0197e-007 m2-m2 1.0197e-007 m2 -m2 2 1 TABLE 14 Model 84 > Geomet > Part 3 > Parts Flexible Default Coordinate System By Environment RectTube1 ___________ R_e_f-re_s_h_o_n_U_p_d_a-te·-----·==····-······-·'. _ Centroid None Yes 22 m Yes 7.104e-004 I 1.7511e- m3 : 004 m3 ! 5.5766 kg 1.6 m 1.3746kg 0.39439 m m3 rn3 6.273 ! 0.17 4 7 kg 1 27 kg l 5.e- 1.8 rn I 002 m 4.44e-004 m2 1.0197e-007 m2-rn2 1.0197e-007 m2-m2 TABLE 15 rn3 m3 5.228 1 kg 1.5 m 5.e- 002 m 9 ___ e_t~~ :-. .. f:'ctrt,3 > Parts ............. , ...................... , .......................... , ...................... , IA I GUJIA I G~J/ G~JI G~J/ GUJIA G~JI Flexible Default Coordinate System ____________ s_y_E_n_vi-ro_n_m __ e_n_t ________ ~ I. RectTube1 I Refresh on Update 23 Centroid None Yes Yes 5e-6.707 7e-7e-2e-3.552 004 e-004 004 004 004 e-004 m3 m3 m3 m' m3 m3 rn3 m3 m' 4.696 5.265 6.059 1.725 i 1.394 2.788 1.394 4.999 2.788 3 kg kg 2 kg 2 kg I 2 kg 3 kg 2 kg 8 kg 3 kg 1.347 1.510 1.738 I 0.494 J04 0.8m 0.4m 1.434 0.8 rn 4m 6m 4 m : 97m: • m 5m 4.44e-004 m2 1.0197e-007 m2·m2 1.0197e-007 m2·m2 TABLE 16 _____ M--.--o_de_l_,(_B4) > Geometry~>_P_a_rt..,..3_>_P_a..,..rt_s_~-~-~,----......., GUJIA GUJifGUJI I GUJI r-··GUJIA GUJ/ 1 GUJI GUJI GAUJI :.i GUJIA __ _._ __ ..i..,.A i A 1 A i A ! A A 24 m2 4.9998 kg 1.4345 m No Flexible Default Coordinate System RectTube1 ml 1.7252 0.52281 kg kg 0.4949 0.15 m 7m 4 .44e-004 m 2 1.0197e-007 m 2-m2 1.0197e-007 m 2·m2 By Environment RectTu e2 Refresh on Update Centroid None Structural Steel Yes Yes ml 004 m3 m3 4.531 7.7024 0.522 kg kg 81 kg 1.3 m 1.4345 0.15 m m 6.84e- 004 m 2 1.8429e -007 m 2·m2 5.5853e -007 1 8 None 25 RectTube1 004 m 3 m3 1.7252 kg 0.522 81 kg ! 0.15 I o.49497 ~ m 4.44e-004 m 2 1.0197e-007 m 2-m2 1.0197e-007 m 2-m2 e-004 m3 5.4373 kg 1.56 m TABLE 17 ---,------,--M_o_d.-e_l ~8_4)._~ Geomet_ry > Part 3_>~P_a_rt_s--,---.----,-··· .. ·~· G~JI GUJIA GUJIA I G~J G JI Flexible Default Coordinate System By Environment RectTube1 RectTu RectTu I be2 be1 RectTube2 Refresh on Update Centroid None Yes Yes 0.m 1.3 0.35 0.15 1.963 m m m 8m m 0.35 5.9518 6e-6e-2e-e-004 004 004 003 m3 m3 m3 m3 m3 m3 m3 m3 4.53 4.672 4.2955 4.6722 2.657 0.80 10.54 1 kg 2 kg kg kg 7 kg ' 541 4 kg I kg 26 GUJI GUJIA GUJIA A 1.336 2m Se- 004 m• 7.174 5 kg RectTu I RectTu be1 1 be2 2.3m 0.m 1.0282 1.3362 e-014 m m 1.0212 9.1395 e-003 e-004 m3 m• 8.0164 7.1745 kg kg 1.340 0.8m 1.3405 0.494 0.15 1.963 1.336 2.3m 1.3362 Sm m 97m m 8m 2 rn m 4.44e-004 rn2 6.84e-4.44e-6.84e-004 rn2 4.44e-6.84e- 004 m2 004 m2 004 m2 004 m2 1.0197e-007 1.8429 1.0197 1.0197 1.8429 e-007 e-007 1.8429e-007 m2•m2 e-007 e-007 m2,rn2 m2,rn2 m2-m2 m2,rn2 m2-m2 1.0197e-007 5.5853 1.0197 1.0197 5.5853 e-007 e-007 5.5853e-007 m2•m2 e-007 e-007 TABLE 18 Model B4 > Geomet > Part 3 > Parts Flexible Default Coordinate System By Environment RectTube1 ectTu I RectTube1 I RectTu I -----.. ········· .............. ,.. .. _b_e_2__,I____ ........................ 1 .. be2 : Refresh on Update Centroid j None Yes Yes ZJ 1.15 m 0. m 1.15 0.m 2.3m 0.m m 0.267 0.267 1.6036 ' 1 •028 1.6036 0.m 0.m I 2e-0.m 44m 44m m 1014 m m 0.m I 1.5 m 1.0969e 6.66e-1.0969e 5.106e-004 m3 004 e- -003 m' 004 -003 m3 m' ma m3 m3 m' m" 5.310 4.008 5.310 8.6105 15.228 8.016 5.22 8.6105 4.0082 kg 5 kg 2 kg 5 kg kg I 1 kg 4 kg 81 kg kg 1.15 m ! 1.523 1.15 1.523 1.6~3611.5 m 2.3m 1.5 1.6036 7m m 7m m m ,,,,m,_,~,,,,,~~~~, 4.44e-004 m2 6.84e-4.44e-004 m2 6.84e- 004 m2 004 m2 1.8429e 1.8429e 1.0197e-007 rn2•m2 -007 1.0197e-007 m2•m2 -007 m2,m2 m2,m2 5.5853e 5.5853e 1.0197e-007 m2·m2 -007 1.0197e-007 m2·m2 -007 No Flexible Default Coordinate System By Environment RectTube2 I RectTu RectTu RectTu ! be1 be2 be1 ............. .,., .. ! __ ~--~---' 28 m Refresh on Update Centroid Yes Yes 0.35 O 0.35 .m m m 0.35 0.8 0.35 6e-6e-e-6e-e- 004 004 004 004 004 m3 m3 m' m3 m3 m3 4.29 2.657 0.805 2.657 0.805 55 7 kg 41 kg 7 kg 41 kg kg 0.494 0.8 0.494 0.15 0.494 0.15 97m rn 97m rn 97 rn m 6.84e-004 rn2 1.8429e-007 m2·m2 5.5853e-007 m2·m2 TABLE 20 m 1.696 0_35 m 1.9638 0.2253 4m m 7m 3e-e-004 003 m3 n,3 m3 m' 9.108 1.7252 10.544 4.7377 5 kg kg kg kg 1.696 0.4949 1.9638 1.3593 4m 7m rn m 4.44e-6.84e-4.44e- 004m" 004 m2 004 rn2 1.0197 1.8429 1.0197 e-007 e-007 e-007 n,2-n,2 n,2,m2 n,2-n,2 1.0197 5.5853 1.0197 e-007 e-007 e-007 8 Model B4 > Geomet > Part 3 > Parts ---,----,---" GUJ/ GUJIA : GUJ/ GUJ/ : GUJI : GUJ/ i GUJ/ GUJ/ GUJI GUJI A A A A A A A A A 29 m' m' 5.265 kg 1.510 6m 4.44e-004 m2 1.0197e-007 rn2-m2 ...................... 1.0197 e-007 m2-m2 No Flexible Default Coordinate System RectTu be2 By Environment RectTube1 Refresh on Update Centroid None Yes Yes 1.6964 0.15 1.738 0.15 : 1.56 0.m 0.35 O .m m 0.8 0.35 0.8 7e-Se- m3 m' 004 m' 004 m3 m' m' m3 m3 -~y; 9.1085 0.522 6.059 0.522 I 5.437 2.78 1.725 2.78 kg 81 k~t 2_.!s~ 8 ~9-L~-kg 83 kg -~ kg 83 ~g 1.6964 0.15 1.738 0.15 : 1.56 0.8 0.494 0.8 m m 4m m m m 97m m 6.84e-4.44e-004 m2 004 m2 1.8429 e-007 1.0197e-007 m2·m2 m2-rn2 ···························••-l-••·············· 5.5853 e-007 1.0197e-007 m2-m2 m2·m2 30 7e- 004 m3 1.725 2 k~L 0.494 97m ··--1 I RectTube1 Flexible Default Coordinate System By Environment Refresh on Update Centroid None Yes Yes 0.15 0.35 m m 0.35 m' m3 31 RectTube2 m' 2e- 003 m' m• RectTu be1 1.0212e -003 m• 4.531 i \,~2 1.725 7.702 7.197 12.35 7.197 8.0164 kg k 2 kg 4 kg 7 kg kg 7 kg kg 1.3 m 0.15 0.494 1.340 1.340 2.3m m m m 97m 5 m ! 2.3 m Sm 4.44e-004 m2 6.84e-004 m2 4.44e- 004 m2 1.0197e 1.0197e-007 m2-m2 1.8429e-007 m2·m2 -007 m2-m2 I 1.0197e 1.0197e-007 m2-m2 5.5853e-007 m2 •m2 -007 TABLE 22 Model B4 > Geomet > Part 3 > Parts Flexible Default Coordinate System By Environment R_e_c_n_u_b_e_1 ____ J~:~~ub I Re~t{u~J RectTube2 Refresh on Update Centroid None Structural Steel Yes Yes 32 5.9518e-6.3692e-9.812e-6.473e-9.169 1.5732 9.169 9.812; 004 m3 004 m3 004 m3 004 m3 e-004 e-003 e-004 e-004 ! m3 m3 m3 m' m' ! 4.6722 kg I 4.9998 kg 7.7024 5.0813 7.197 12.35 :7.197 7.702[ ! kg kg 7 kg kg i 7 kg 4 kg i 1.3405 m I 1.4345 m 1.4579 1.340 2.3m 1.340 1.434 i m Sm Sm Sm 4.44e-004 m2 6.84e-4.44e-6.84e-004 m2 004 m2 004 m2 1.8429e 1.0197e 1.0197e-007 m2•m2 -007 -007 1.8429e-007 m2·m2 m2·m2 m2·m2 5.5853e 1.0197e 1.0197e-007 m~·m2 -007 -007 5.5853e-007 m2-m2 TABLE 23 .................................... -~M_o_d~e!__(.~~) > Geomet,~y > Part 3 > Parts GUJJ GUJ GUJ Surface Surfac Surfa Surfac Surfac Surfac Surfac A IA IA Body e e e e e Body Body Body Bod No Flexible Default Coordinate System By Environment RectTube1 Refresh on Update Centroid Middle 33 Beam Structural Steel 0.m 0.m 0.13297 m 5.9037e- 005 m' 622i 0.46344 __ kgJ__ kg 9 mi 0.13297 m 4.44e-004 m2 1.0197e-007 m2·m2 1.0197e-007 m2•m2 None Shell 30 1.Be-002 m Refresh (copoly mer, heat resistant m m 1.163e-i 002 m3 \ i i 13.491 Yes Yes 0.3m 9m 0.3m 6e- 002 m' ml 13.57 \ ! 42.87 k9. 9kg ... J_kgj -6.3575 6.559 6.409 m 8m 8m 2.4799 m 3.299 8m -2.7 m 34 Manual Wood, Oak le- 002m 1.515 0.m 6e- 002m 1e-3e- 002 003 m3 m3 18.91 1 k 5.964 5.621 3m 7m 3.449 i 3.442 8m ! 3m -1.75 m 79 m 0.280 0.284 54m 84 m 3e-9e- 002 002 m3 m3 11.241 6 kg 1 ! -~ ' i 5.150 4.622 i 2m 9m 3.294 3.011 4m 7m ! 3.3886 19531 4.2881 5.~89 o.5i8 8.606 3.~99 kg·rn2 kg·m2 :_·_ kg·rn2 ---------+---l---'kg·rn2 kg·_rn2 ___ kg·rn2 kg_-_rn2 __ 0.15779 12.9 4.0484 ! 6.239 0.920 10.51 3.383 5 33 1 3 kg·rn2 kg·m2 • • _kg·rn~_kg·m2 kg·m2 __ kg·m2 ___ kg·rn2 ! 2.312 • 3.5464 6.415 0.203 i 0.550 4e-1.905 0.115 i 6 65 1 38 1 76 I 003 kg·m2 kg·m2 I kg·m2 kg·m2 kg·m2 kg·m2 j kg·rn2 0.64612 2.545 0.806 1.122 0.181 1.698 0.667 74 m2 i TABLE 24 Model B4 > Geomet > Part 3 > Parts Surfa Surfac ! Surfa I Surfa Surfac i Surfac Surfac Surfac Surfac Surfac ce e 1 ce 1 ce e e e e e e Bod Body ! Bod i Body Body \ Bod Body Body Body --Body 30 Flexible Default Coordinate System By Environment 1.8e-002 rn Manual Middle None 35 m3 m3 10.88 2 kg --4.52 6.357 m Sm 2.479 2m 9m -1.75 -0.8 m m 2.733 4 _kg·m2_ 0.127 28 kg·m2 2.860 7 kg·m2 0.646 Surfa ce Body Yes Yes 5.021 2e-0.22417 m 002m 2.443e-002 m3 m3 m3 5.120 22.859 kg 5.120 2 kg 2k ---4.596 5.011 5.689 6.104 m 3m 3m m 1.841 1. 704 ! 1.480 1.343 9m 7m 6m 4m -1.75 m 1.540: 6.8767 1.540 3 ' 3 ! kg·m2 kg·m2_.: .. kg:m2 1.551 : 7.8487 1.551 2 kg·m2 2 kg·m2 ! kg·m2 1.092 1.092 3e-0.97198 3e- 002 kg·m2 002 .. kg·m2 kg·m2 0.304 1.3572 m2 0.304 TABLE 25 m3 3.840 -4.46 m 1.867 m 1.155 2 .. kg:_m2 _ 1.159 8 ·m2 4.608 1e- 003 kg·m2 0.228 7m 0.548 77m 4e- 002 m3 46.63 4.115 1m 1.592 7m -0.95 m 47.60: 0.22417 m 2.0572e-002 m3 19.25 kg -5.011 5.689 m 3m 1.704 1.480 7m 6m 2.428 3.788 Se- 017 m 5e- 015 m 1 j4.1066kg·m2 ~g·m2 ! 50.03 i 2 j 4.9251 kg·m2 kg·m2 : 2.431 0.81851 4 kg·m2 kg·m2 2.768 1.1429 m2 Model 84 > Geomet > Part 3 > Parts ... Surfa Surfa Surfa Surfa Sulfa Surfa Surfa i Sulfa ce ce ce ce ce ce ce ce Bod Body Body Body Body BodY.. ... Body Body__ 36 e-003 m3 4.311 7 kg 6.104 3m 1.343 4m 1.002 9e- 015 m 0.919 1 83 kg·m~ 0.929 03 kg·m2 9.198 10 Surfa ce __ Body __ 4e- 002 m3 002 m' 67.1 kg 28.88 I 9 kg. ! 6.180 3m 3m 2.403 m No 3D Flexible Default Coordinate System By Environment 1.8e-002 m Manual Middle Refre sh on Updat e 5.e-003 m Manual ........... -..................... -~--........................... 1 None . Wood, Oak Yes Yes 1e-8e- 002 002 m3 ma m' -··· 11.46 34.04 10.62 7 kg g 8 kg 6.065 4.597 6m 6m 2m 3.118 3.560 3.8m 2m 5m 37 0.113 04 m' m3 47.97 6 kg 5.290 -0.47 1m m 1.867 3.8m m Plastic, PC (copolymer, heat resistant) 4e-7e- 002 002 m' m' 11.89 9 kg 2.294 -1.05 9m 3m m 1.825 1.560 1.469 m 1 m 9m 1.618 1.834 6.952 2.529 1.767 3.554 1.075 3.168 -0.95 m 2e-Se-4e-2e-0.m 9e-Se-6e-1e-017 m 016 m 009m 016 m 017 m 003 m 003m 017m 75.743 8.929 2.619 7.265 2.267 10.23 5.641 2.439 2.284 1.966 kg·m2 6 4 2 3 5 1 3 8 1 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 ~g-m2 kg·m2 68.498 6.163 2.446 11.79 2.405 22.90 548.8 4.766 4.095 3.086 3 1 6 1 1 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 kg·m2 7.2449 2.766 12.67 1.811 1.12 kg·m2 7 1 7 kg·m2 1.752 TABLE 26 84 > Geomet > Part 3 > Parts Surface Surface Surface 1 1 ' Line i Line __ B_o~dy~_~_B_o_d~y_ Body I Bod_y J Body Line I Line Body.J Body Meshed 3D Flexible Default Coordinate System By Environment 5.e-003 m Manual Middle Centroid None Shell 38 0.40379 m 0.33619 i 0.33619 I 002 n,3 002 m3 003 m' 2.0006e-004 rn3 12.881 kg 11.899 k!;L 10.163 kg_.+-! _____ 1_.5_70_5_k~g~-----; 2.7319 m . 1.3443 m 0.1 m 1.5601 m 1.0755e- 003 m I 1.4699 m 1 2.2848 .,."---+-.kg·m2 1.9661 I kg·rn2 i ·----· .. ··· .. ·· .. ············ .. ······· ........ ., .... . kg·m2 2.3323 kg·m2 4.0953 kg·m2 1.8117 3.0861 kg·rn2 1.12 kg·m2 I kg·m2 --+--------------! 2.0515 rn2 I 1.7522 m2 I : i 0.45058 0.45059 rn ! 0.45058 m rn 4.44e-004 m2 1.0197e-007 m2-m2 None TABLE 29 Cross Sections > RectTube1 1 RectTube2 /1 Imported 39 4.e-002 m 0.1 m 3.e-003 m 8.e-003 m 3.e-003 m 8.e-003 m 3.e-003 m 6.e-003 m --------<----3.e-003 m 4.44e-004 m2 6.84e-004 m2 2.1 04e-003 m2 1.0197e-007 m2•m2 : 1.8429e-007 rn 2-m2 3.6905e-006 m2 -rn2 1.0197e-007 m2·m2 I 5.5853e-007 m2·rn2 1.3348e-006 m2 -rn2 Coordinate Systems Connections Mesh TABLE 30 84 > Coordinate s stems > Coordinate sy~tem /obal Coordinate System Fully Defined TABLE 31 TABLE 32 40 Static Structural (B5) Mechanical Yes ··~-----···························· efault (8.0642e-004 m). Yes Default ( 1.6128e-003 mt Default (0.5236 rad) No 11.264 m None Smooth Transition 0.272 ----2 1.2 s 16e-003 m) B4 > Anal sis 41 Static Structural (B5) Solved TABLE 34 > Static Structural B5 > Anal sis Settings Analysis Settings Fully Defined _________ P_r_o9,ram Controlled Off Off Program Controlled Program Controlled Program Controlled Program Controlled Program Controlled Program Controlled Program Controlled No Yes Yes No No Yes 42 Yes No No \4.youle\BRIDGE\LANGQIAO~SHUWU_files\dpO\SYS\MECH\ None No Program Controlled Yes -----------No Active System mks TABLE 35 > Static Structural B5 > Accelerations Standard Earth Gravity i Acceleration Fully Defined bal Coordinate System 0. rn/s2 (ramped) -9.8066 m/s2 (ramped) __ 0_._m/s2_(ramp,__e_d_,_) _ __, --------1 No -Y Direction Defined Vector 7.17 m/s2 (ramped) FIGURE 1 Model (84) > Static Structural (85) > Standard Earth Gravity 43 ·] .. &ti::$·················································································----························-----·····································································································"' l.. FIGURE2 Model (84) > Static Structural (85) > Acceleration ;.>_.n ···························································································································································································································································································• 4. I. 1. TABLE 36 Model B4 > Static Structural B5 > Loads Pressu Pressu Pressu re re2 re3 44 Faed F~ed F~ed F~ed Supp Supp Supp Supp ort 5 ort 6 ort 7 ort 8 Geometry Selection 1 Face 4 6 Components Surface Effect Deformed Global Coordinate System 0. Pa (ramped) -1600. Pa (ramped) 0. Pa (ramped) No FIGURE 3 1 Vertex Model (B4) > Static Structural (B5) > Pressure FIGURE4 Model (84) > Static Structural (85) > Pressure 2 45 1. ti=. ·G·,;;,~ ..,,._ .,. .......... ,,,....,.,.,. ....... ,.. . .,,....,.,.,..,..,.. ..... ,.. ..... ,..,., ............... _ ...... .,. ... -....................... ,..,,,.,.. .... ., ...................... .,. .... ,..,~ ........... .,. .... .,, ....... .,.. ...... .,,. .... ,...,,,.,,,,..,. .......... ,..,,,,,,,.,,...,,_., .~,,,.,.. ..... t. FIGURE 5 Model (B4) > Static Structural (B5) > Pressure 3 •HlOO. •• J. TABLE 37 Model B4 > Static Structural B5 > Loads Fixed Fixed Line Suppa Suppa rt10 rt11 e Line Line Line Line I Line Pressur Pressur Pressur Pressur , e3 e4 e5 · e6 46 No Components Global Coordinate System -750. Nim 0. Nim (ramped) . (rampe • d) 750. Nim -750. N/m {rampe (rampe d) d) 0. N/m (ramped) 0. Nim (ramped) FIGURES Model (B4) > Static Structural (B5) > Line Pressure 750. Nim (rampe d) ?"SQ ··············································································································································································································································································s• FIGURE7 Model (84) > Static Structural (85) > Line Pressure 2 47 !.. FIGURE 8 Model (B4) > Static Structural (B5) > Line Pressure 3 L -t. ···8·,;"·"·---· .. ·"--"·--·"'· .. · .. · .. ·--· .. · .. ·•· .. ·"· ....... · .. · .. · .. · .. ·"'·-""'·""·w.· .. • .. ·--· .. ···"'·"·"· ...... • .. ·"'·"'·"'·""· ........ • .. • .. • .. • .. ·--· .. • .. ·"'· .. • .. ·--· .. ·"'·"'·"·---· .. • .. • .. • .. ·---·"'· .. • .. • .. ·"'--· ·-100 • FIGURE9 Model (B4) > Static Structural (B5) > Line Pressure 4 48 !$4 ................................................. . FIGURE 10 Model (B4) > Static Structural (B5) > Line Pressure 5 l, t. ··~· ,·•·----·•·•·····--·······---·•·•·•·•·•·---·•·•·····---·······---·······•·---·•·•·•·•·--··" "--···········---·•·•···---·•·•·•·•·---·•·•·•·•·---· ., ;;~:{t .... ______ ................................................. _________ .............................................................................. _____ ......... .. 1. FIGURE 11 Model (B4) > Static Structural (B5) > Line Pressure 6 49 ;?SQ:, ............................................................... .c •••••••••••••••••••••••••••••••••••••••••.•••••••••••• • •.• •• .. ································.·········································"'············V·.······························································· t. Solution (B6) TABLE 38 50 TABLE 40 All FE Connectors All Nodes Connection Ty e No Single Lines B4 > Static Structur':1:I{~~)?.'.~t:>.!.':'tion (B6) > -~-~~ults Equivalent Stress Solved Time e--------································ Last Yes FIGURE 12 Model (B4) > Static Structural (B5) > Solution (86) > Equivalent Stress 51 .... I. ...... TABLE 41 Model (B4 > Static Structural B5 > Solution B6 > E uivalent Stress ~1Un!m9'lli[~~1I ~~~jitnµffl;![EJ~j:1 ]lvgr~g~?f!Ri 5019. 1.9503e+007 1.3602e+006 I TABLE 42 Model (B4) > Static Structural BS > Solution (B6) > Beam Tool Beam Tool TABLE 43 > Static Structural (85) > Solution (B6) > Beam Tool> Results Direct Stress Minimum Combined Stress Solved Stress Time Last Yes 52 Maximum Combined Stress Stress 1.8967e+007 Pa -2.0641 e+00S Pa 1.6499e+007 Pa -1.6131e+007 Pa GUJIA FIGURE 13 1.2713e+008 Pa 1.5718e+007 Pa Model (B4) > Static Structural (85) > Solution (86) > Beam Tool > Direct Stress 'i. .... [sI TABLE 44 FIGURE 14 Model (84) > Static Structural (BS) > Solution (B6) > Beam Tool > Minimum Combined Stress 53 .... I. ..... [SJ TABLE45 Model (84) > Static Structural (85) > Solution (86) > Beam Tool> Minimum Combined Stress FIGURE 15 Model (84) > Static Structural (85) > Solution (B6) > Beam Tool > Maximum Combined Stress i .... 54 TABLE 46 Model (84}.> Static Structural (85} > Solution (86) > Beam Tool> Maximum Combined Stress TABLE47 Model (B4) > Static Structural B5) > Solution (86} > Probes I i Mome Force Force Force , Force Force Force Force I Force Force Force t Reacti Reacti Reacti I Reacti Reacti Reacti Reactii Reacti Reacti Reacti R n f on on 3 on 4 on 5 on 6 on 7 on 8 -1 1 on 9 on 10 on 11 eac 1 , . on Solved Force Reaction Boundary Condition Reacti on Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Supp Supp Supp Supp Supp Supp Supp Supp Supp Supp ort 3 ort 4 ort 5 art 6 ort 7 art 8 ort 9 art 10 ort 11 ort Global Coordinate System No 1746. 1225. 101.1 1 N 6N 4N 6230. 8698. 2951. 187.7 60.22 5391. 3903. 3417. 5170. 1.366 4N 1 N 4N 9N N 2N 6N 7N 5N 2N·m 3364. 2084. 3619. 414. 3142. -3086. 2163. 1994. 2884. 1 N N 6N N 4N N , 9N 7N 7N 6212. 14465. 7 N , 2 N 1327. 1937. 1746. 1225. 101.1 224.6 2N 7N 1 N 6N 4N 6N 6230. 8698. , 2951. 187.7 60.22 5391. 3903. 3417. 5170. 4N 1 N J 4N 9N N 2N 6N 7N SN 55 3364. 2084.13619. 414. 3142. 1N N 6N N 4N 1327. 1937. 1746. 532.4 1225. 2N 7N 1 N N 6N 6230. 8698. 2951. 187.7 60.22 4N 1 N 4N 9N N ........................ ............... 3364. 2084. 3619. 414. 3142. 1 N N 6N N 4N FIGURE 16 96.79 8N 5391. 3903. 2N 6N -3086. 2163. N 9N 101.1 4N 3417. 7N 1994. 7N 2884. 7N 224.6 6N 5170. SN 2884. 7N 1.366 2N·m 723.6 Model (84} > Static Structural (85} > Solution (86) > Force Reaction [SJ I , _____ .,_..,,,,,""'~~ TABLE 48 56 FIGURE 17 Model (B4) > Static Structural (B5) > Solution (B6) > Force Reaction 3 z ...... TABLE49 FIGURE 18 Model (B4) > Static Structural (B5) > Solution (B6) > Force Reaction 4 [sJ 57 TABLE 50 FIGURE 19 Model {B4) > Static Structural {B5) > Solution {B6) > Force Reaction 5 {s] TABLE 51 FIGURE 20 Model (B4) > Static Structural (B5) > Solution {B6) > Force Reaction 6 58 [s] TABLE 52 FIGURE 21 Model {B4) > Static Structural {B5) > Solution {B6) > Force Reaction 7 z ..... [SJ 59 TABLE 53 FIGURE22 Model {B4} > Static Structural {B5} > Solution {B6) > Force Reaction 8 [sl TABLE 54 FIGURE23 Model {B4} > Static Structural {B5} > Solution {B6) > Force Reaction 9 {s] TABLE 55 FIGURE24 Model (84) > Static Structural (85) > Solution (86) > Force Reaction 10 {s} 61 TABLE 56 FIGURE25 Model (B4) > Static Structural (B5) > Solution (B6) > Force Reaction 11 [SJ TABLE 57 FIGURE26 Model (84) > Static Structural (B5) > Solution (B6) > Moment Reaction 62 E i· ...... [S) TABLE 58 TABLE 59 Model B4 > Static Structural B5 _> Solutic:>f.:1 (~~1 :,.:~~~~~~ -~--~ Mame Mame Mame Mame Mame Mame Mame Mome Mame ~ ~ ~ ~ ~ ~ ~ ~ ~ Reacti Reacti Reacti Reacti Reacti Reacti Reacti : on 3 on 4 on 5 on 8 on 9 on 10 on 11 Boundary Condition Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Support Suppo Suppo Suppo Suppo Suppo Suppo Suppo Suppo 3 rt4 rt5 rt6 rt7 rt8 rt9 rt10 rt11 Global Coordinate System Centroid 63 330.17 N·m 259.72 350.62 39.831 315.93 25;8.7 1543.3 1447.9 2391.7 N·m N·m N·m N·m N·m N·m N·m N·m _56 _589 N·m 14_;54 26.864 43_849 50.432 -14.88 8_8;19 4.1229 8.6222 N·m N·m N·m N·m N·m N·m N·m N·m 672.35 N·m 830.87 N·m 826.95 215.84 630.6 N·m N·m N·m 27_~72 60_~05 45N.665 110.17 N·m N·m ·m N·m 870.64 898.61 223.82 j 707.11 N·m 1 N·m 2518.9 1544.6 1448.7 2394.3 ! 259.72 350.62 39N.831 3N15.93125;8.7 1543.3 1447.9 23~1.7 N·m N·m ·m ·m N·m N·m N·m N·m ,! I _56_589 N·m 14_~54 26.864 43_~9 50.432 -14.88 8_8~19 4.1229 8.6222 N·m N·m N·m N·m . N·m N·m N·m ) N·m 672.35 N·m N·m N·m 3~~!3 / 25; 8.711543.3 I N·m N·m N·m N·m i _56 _589 N·m 14_~54 i 26.864 43_~49 50.432 -14.88 8_8~19 4.1229 8.6222 i N·m N·m N·m N·m N·m N·m N·m N·m 1 672.35 N·m . 83~.87 8~~!5 215.84 1 N·m • N·m 630.6 27 .~72 i 60 -~05 45.665 110.17 N·m I N·m N·m N·m • N·m j 870.64 I 898.61 223.82 • N·m N·m 707.11 I 2518.9 i 1544.6 i 1448.7 J 2394.3 N·m I N·m • N·m N·m • N·m 1 ---------------~_,,,,, _____________________ , 1 1 FIGURE 27 Model (B4) > Static Structural (B5) > Solution (86) > Moment Reaction 2 64 e . . z• ..... e • z· ..... {s} TABLE 60 FIGURE28 Model {B4) > Static Structural {B5) > Solution (B6) > Moment Reaction 3 [s} 65 TABLE 61 FIGURE29 Model (84) > Static Structural (85) > Solution (86) > Moment Reaction 4 E . ' z• ..... [s) TABLE 62 FIGURE 30 Model (84) > Static Structural (85) > Solution {86) > Moment Reaction 5 ...... ,..,.,.. ....... , ..• cw ...• w·· ~ ~ (s) TABLE 63 FIGURE 31 Model {84) > Static Structural {85) > Solution {86) > Moment Reaction 6 [SJ 6l TABLE 64 FIGURE 32 Model (B4) > Static Structural (B5) > Solution (B6) > Moment Reaction 7 (s] TABLE 65 FIGURE 33 Model (B4) > Static Structural (85) > Solution (86) > Moment Reaction 8 68 (S} TABLE 66 FIGURE 34 Model (B4) > Static Structural (B5) > Solution (B6) > Moment Reaction 9 [s) 69 TABLE 67 FIGURE 35 Model (B4) > Static Structural (B5} > Solution (86} > Moment Reaction 10 TABLE 68 FIGURE36 Model (B4) > Static Structural (85) > Solution (86) > Moment Reaction 11 70 Reaction summary {s} TABLE 69 TABLE 70 reaction summary 71 Fx Fy Fz Mx My Mz 1509.5 N 6334.7 N 2004.1 N 270.21 N·m 1.3662 N·m -723.68 N·m -1327.2 6230.4 N 3364.1 N 330.17 N·m -56.589 672.35 N·m N N·m 1937.7 N 8698.1 N 2084. N 259.72 N·m -14.954 -830.87 N·m N·m Maximu -1746.1 2951.4 N 3619.6 N 350.62 N·m 26.864 N·m 826.95 N·m m N Dynamic 532.4 N -187.79 414. N 39.831 N·m -43.849 -215.84 and static N N·m N·m loads -1225.6 60.22 N 3142.4 N 315.93 N·m 50.432 N·m 630.6 N·m N 96.798 N 5391.2 N -3086. N -2518.7 -14.88 N·m -27.672 N·m N·m 130.53 N 3903.6 N -2163.9 -1543.3 -8.8919 -60.905 N N·m N·m N·m -101.14 3417.7 N -1994.7 -1447.9 4.1229 N·m 45.665 N·m N N N·m -224.66 5170.5 N -2884.7 -2391.7 8.6222 N·m 110.17 N·m N N N·m •···•m~·~~;N,ca1:a6ch9r it(rnm:v i {{ . ··• .... >· C ;Witfl ••·••i':\i)• •. • M10 700 520 M12 1030 740 Since Fy positive is press on the metal plate. Also one plate have 4 mechanical anchors Fx and Fz is within 4 x Shear force, Fy negative within 4 x tensile force, mechanical anchor is suitable. 72 OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID# _________________ _ PLAN CHECK# ________________ _ Business Name KIDS& COFFEE Business Contact KEN LI BP DATE Telephone# (646) 801-0221 Project Address (indude suite) 2310 CAMINO VIDA ROBLE, SUITE 101 CiCARLSBAD State CA Zip Code 92011 APN# 213-050-08-00 Mailing Address (include suite) 2310 CAMINO VIDA ROBLE, SUITE 101 CiCARLSBAD State CA Zip Code Plan File# 92011 Project Contact RACHELLE DOMINGO-ROGERS Applicant E-mail ADMIN ARCH5.DESIGN Telephone# (619) 546-9670 The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DMSION: 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 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards ! 15. None of These. I 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DMSION (HMD): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO □ fH 8 0 □ □ □ □ □ (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). 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? 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 (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 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 Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): 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. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Excludes garages & small outbuildings not used as dwelling units]. If yes is answered for the questions below please see link for further instructions: here or for more comprehensive requirements, please contact apcdcomo@sdaocd.org or call (858) 586-2650. YES NO 1. [Z] D Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org. • 2. □ 0 3. □ [Z] 4. □ [Z] Will any load supporting structural members be removed? If yes, submit an asbestos survey and demolition notification to apcdcomp@sdapcd.org at least 10 working days prior to starting the demolition of a load bearing structure. A notification is required even if no asbestos is present in the structure. (ANSWER ONLY IF QUESTION 1 IS YES) Will 100 square feet or more of friable asbestos material be disturbed? If yes, submit a notification of asbestos removal to apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. Will any equipment or operations be installed that may require an APCD Permit to Operate? Please 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. Briefly describe business activities: Briefly describe proposed project: PROPOSED INTERIOR TENANT IMPROVEMENT OF A NEW 11,583 SF RECREATION FACILITY (INCLUDES NEW KIDS PLAYGROUND AREA/PARTY ROOMS/CAFE) Indoor Playground with a cafe I declare under penalty of perjury that to the best of my knowledge and belief t VrtianHo 02 /13 12024 Name of Owner or Authorized Agent 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 :t,on Co,,t, ~~ ""o.,... ,f' !,:, Reviewed <2 ct 03/06/2024 MF ~ Oate/!nitlats ~I] t D1eoo <-0~ .. • A stamp in this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other perrmlting requirements may still apply HM-9171 (01/22) County of San Diego -DEH -Hazardous Materials Division .Ccicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMG) can be referenced during completion of this document. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/ci panel upgrade) I ❖ Pool The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum. performance standard, which may exceed the CAP consistency checklist requirements • Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. The project plans must show all deta.ils as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. iAirtrrcat10:~IJriJ<>r; . q ,~ Project Name/Building Permit No.: KIDS & COFFEE CBC2024-0015 Property Address/APN: 2310 CAMINO VIDA ROBLE, SUITE 101, CARLS Applicant Name/Co.: ARCH5 DESIGN STUDIO Applicant Address: 2825 DEWEY RD, UNIT 207, SAN DIEGO, CA 92106 Contact Phone: (619) 546-9670 Contact information of person completing this checklist (if different than above): Name: Contact Pho Company name/address: NLAWFUL TO MAKE AN'I CH.A Contact Em 'I: AND IT 15 ~c: WITHOUT PERMISSION F_ROM THE AL TERA Tl ~ y OF STRUCTUREIS) IS NOT B-50 Page 1 of 7 Revised 12122 Use' the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or,shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown $800,000 ---,---'----------'--- Compiefe Section($) • Notes:. J D Residential D New construction 2A*,.3A*, 4A* *Includes detached, newly constructed ADU D Additions and _alterations: D BPV < $60,000 NIA All residential additions and alterations D BPV <!: $60,000 1A, 4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV <!: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 28* *Multi-family dwellings only where <!:$1,000,000 BPV AND BPV ~ $1,000,000 affecting <!:75% existing floor area ' r D Nonresidential and hotels/motels .1 D New construction 1 B! 2B, 3B, 4B and 5 ~ Alterations: ~ BPV <!: $200,000 or additions<!: 1B,5 1,000 square feet D BPV <!: $1,000,000 1B,2B,5 <!: 2,000 sq. ft. new roof addition 2B, 5 Ir-=~:...:.:-:.:.'.===---:::-:.-==--~:-:-:· -- Instructions:·" ,;,,_.,,.1,, 1~,?.. ::.on,.:dr;,no~, tl«.,VI ~ . Building alterations of<!: 75% existing gross floor area 1 B also applies ifBPV ~ $200,000 1. ; 9hoo~~-TIC~t e~twe~!!I~~i~~!i_a_l o_r non-residential based on the type of project being submitted. 2. I Next chose between raew construction oraaaition/alteration for residential or non-residential. 3. I, The cblum ... n's~t6.tt,;;right'of your selection· wu( determine which sections of the CAP program are applicable to your project. 4. f fppropriat~,!~tails;~~;~~f~ '.~clud!d;,~n ~h.; ~~ans for selections made. EXA'MPLE: ;,')51,. I• • • .,;. . .. -.. • ... : ,; -•. . ' ScopJ of work includes irnew, 2 story; single family ~esidential structure. The stlections would pe::Reside'ritiaFand New construction iri the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV,,'A'atefheating, EV charging) The* indicates that new detached ADU's are included. f ~ J ; ~ • ' , t ,,-, ~~ I·. r • • , ~ -, •. • .. _ ~ . EXAMPLE: ••,·-'-,1.,. 1..:: .,_·:,,-r' ~ Mt -°-·,l'r ,,1_. 1 j Scopt of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The'sklections w9uld be: Non-residential arid Alteration BPV.~ $1,000,000. CAP sections 1 B, 2B and_ 5 would be applicable to this project. (Energy .4, I ,~~lt-: i" "). ~-' '·-',, ,• ~ -,, ,,, •• ,, --,.,.. . • . . • effi~11ncy, Sol~r.J~V'a,nd /~~~g~o~at101npe?4a:p~ Maqag~ment (!DM)*) j ! ~. 1~ • # r, •a·~ 'I • _,,. ••,,. ' J ·• 1 ~ t I, •• • '"".a~·., • . . •1 .... ~.;., ••• .1 . . 1· , f . . ,. . . . " It mfiy be necessary to supplem~nt t~e corr:ip!~te_q c,~egklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAPi prdinan~e requirements.1F0r example,·pr.ojec~s that propose; or require a performance approach to comply with energy-related measures will need to a:ttach to this'checklist separate calculations and documentation as specified by the ordinances. L .,_ ~ lA ,. ~ -• 'J I _ ,~ ·_I __ <:: ,: ;,-;·,;;,,GCj,. ,\ ·':;J ; ..__,..,.,_~ .. --__ .........._ __ .,. ______ ,_,,,._~ n .. _ _._.., J~,--..•~ .. -.... --,---....,.-,.,,... ___ t<._., _ _........,_.... . ..... j l c'1eckffst 1teni. . · · • · .·· . . . • . •• -• : Gn~idh~ :jAe~p,iate bo~e,,,!xpl~i~ ;~11,ngt a,epJi~ole anq, ex~pti~Qiifems, '.~ad'prQVjq~i~~P,P~r:ljn9 ~!e~l~l§A~!rid :dq J~!!Oft §S,n,e~J;~J¥... ~ 1 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. 0 Residential addition or alteration 2: $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. ~ N/A ________ _ □ Exception: Home energy score 2: 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: D Duct sealing D Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: □ Lighting package D Water heating package □ Between1978-1991 Select one option: D Duct sealing D Attic insulation D Cool roof □ 1992 and later Select one option: D Lighting package D Water-heating package 8. □ New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations 2: $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix A5. Al least one measure from each applicable building component required. 0 N/A _______ _ AS.203.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs ~ Exhaust air heat recovery AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanical) AS.211.1 ** D On-site renewable energy: A5.211.3tt □ Green power: (If offered by local utility provider, 50% minimum renewable sources) A5.212.1 D Elevators and escalators:(Project with more than one elevator or two escalators) AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stories. 0 N/A ---------- □ N/A ________ ,,_ 0 N/A _______ _ 0 NIA 0 N/A 0 N/A. ________ _ ** For alterations~ $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 , 2 .. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section.3 below (residential water heating), increase system size by .3kWdc if PY offset option is selected." Floor Plan ID (use additional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) D D D D Total. System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. e.·□ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects i!:$1,000,000 BPV AND affecting i!:75% existing floor area, OR addition that increases roof area by i!:2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the follovving methods: (Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd 0 If< 1 0,000s.f. Enter: 5 kWdc □ If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole .number. D Time-Dependent Valuation Method C. 0 • Annual TDV Energyuse:*** ______ x .80= Min. system size: _____ kWdc *** Attach calculation documentation using modeling software approved by the California Energy Commission. *All newly constructed non residential, hotel/motel and highrise multifamily buildings thatare required by CEC section 140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Noh residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Car1sbad Climate Action .Plan will NOT require battery storage. Battery storage is required when triggered by CEC section _140.10(a) and/or 170.2(9). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1 (c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% ofenergy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recover OR: □ System meets performance compliance requirements of section 150.1(d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception:. ____________________________________ _ B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: D Required: Water heating system derives at least 40% of its energy from one of the following: □ Solar-thermal □ Photovoltaics D Recovered energy D Required: High-capacity service water heating system 2. Water heating system is (choose one): 0 Heat pump water heater □ Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Located in garage or conditioned space Exception: 6 1 4. Electric Vehi.cle Charging A. D Residential• New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one.: • □ One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) □ New detached ADU. (no EV space required when no additional parking facilities are added) . □ New one and two-family residential dwellings and townhouse with attached private garage. □ One EV Ready parking space required D Exception: -----------□ New and major alterations to multi-family and hotel/mc:>tel projects: □ Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable ( 10% of total) I EV Ready (25% ofTotal) I EV chargers (5% ofTotal) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation~$ 60;000 or include an electrical s~rvice panel upgrade.: (2) for multifamily dwellings (three units or more without attached garages), alterations have ab uilding permit valuation ~ $200,000, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, e lectrical,a nd/or plumbing systems are proposed. B. D Non-Residential -New construction D Exception: ____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional) I I ·I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) □ 0-9 1 1 a 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 a 76-100 17 5 IJ 101-150 25 6 IJ 151-200 35 g, D 20fandover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20xTotal parking spaces proposed (rounded up to nearest who.le number) • EVSE Installed= Total EVSE Spacesx .25 (rounded up to nea.restwhole number) EVSEothermaybe "EV Ready" or "EV Space" T ,·-. --·•······ c-··· ••. •• ·:.··. J s.· lj! Transportatio" Demand Management (TOM): Nonresidential ONLY .. An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADl City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retai13 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from !TE Trip Generation Manual, 10th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sfto calculate employee ADT 3Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample calcu!atjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8;334 sf/ 1,000 x 4.5) + 8 == 46 Employee ADT l acknowledge that the plans submitted may be subject to the City of Carlsbad'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: . .,,,,...~ *SEE ATTACHED: Name: RACHELLE DOMINGO-ROGERS CUP 2023-0010 (DEV-2023-0088) PLEASE REFER TO FINDINGS (ITEM 3) Date: 5114/Z024 REGARDING PARKING Phone No.: (619) 546-9670 8 ·Ccityof Carlsbad CLIMATE ACTION PLAN {CAP} .COMPLIANCE CAP BuHding Plan Template B-55 Develbpment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action·Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that, are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES ONO Complies with CMC 18.30.060 or 18.21.050 OYes ON/A Existir)g Structure, year built: ____ _ Prepared Energy Audit? Des ONo Energy Score: ~. ---~-- Efficiency Measures included in scope: 2. Pl:IOTOVOLTAIC SYSTEM APPLICABLE:· DYES D NO Complies with CMC section .18,30.040 and 2022 California Energy Code section 150.l(c::)14 □ Yes DIA Size of PV system (kWdc): Sizing PV by load c.alculations . If by Load Calculations: D Yes ONo Total calculated electr.ical load: 80% of load: Exception Requested. Exception Approved 0Yes ONo D Yes ONo 3. ALTERNATIVE WATER HEATING SYSTEM APPL.ICABLE: □ YES □ NO 4. 5. Complies with CMC sections 18.30.020 Oves ON/A 18.20.030 and/or .18.30.050? Alternative Source: □ EJectric □ Passive Solar Exception Requested Exception Approved • DYes 0Yes ELECTRIC VEHICLE (EV) CHARGING.APPLICABLE: .[] YES Complies with CMC section iB.21.030? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable.Spaces: No, of EV Ready Spaces: .No. of EV Installed Spcjces: Hardship Requested Hardship Approved ·OYes ON/A 0 Yes ONo Required Provided ----r:lYes OYes ONo □No TRAFFIC DEMAND MANAGEMENT APPLICABLE: OYEsONo OYesONo □Yes □No Compliant? TDM Report on file with city? Building Permit Finaled ' Revision Permit Print Date: 11/13/2024 Permit No: {city of Carlsbad PREV2024-0145 Job Address: 2310 CAMINO VIDA ROBLE, # 101, CARLSBAD, CA 92011-1561 Status: Closed -Fina led Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2130500800 Track#: Applied: 07/26/2024 Valuation: $0.00 Lot#: Issued: 08/15/2024 Occupancy Group: A-3 Project#: DEV2023-0088 Fina led Close Out: 11/13/2024 #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: 577 Code Edition: 2022 Sprinkled: Yes Project Title: KIDS AND COFFEE Construction Type:II Orig. Plan Check#: CBC2024-0015 Plan Check#: Final Inspection: INSPECTOR: Description: KIDS & COFFEE: NEW SUMP PUMP// REVISED LOCATION OF GREASE INTERCEPTOR// ELECTRICAL REVISIONS Applicant: KEN LI 15504 ANDORRA WAY SAN DIEGO, CA 92129-1110 (646) 801-0221 FEE BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Property Owner: VIDA I LLC 1006 TENNESSEE ST SAN FRANCISCO, CA 94107 Total Fees: $215.00 Total Payments To Date: Building Division $215.00 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $180.00 $0.00 Page 1 of 1 C-··. City of Document Missing From File Carlsbad Permit Number PREV2024-0145 APN 2130500800 Development Services Building Division 1635 Faraday Ave www .carlsbadca.gov Address 2310 CAMINO VIDA ROBLE, #10'1 City/State/Zip CARLSBAD, CA 92011-1561 The following document is missing from this file: B-1□B-10 B-15□ □ This file was printed on: 11/13/24 1