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2091 RUTHERFORD RD; ; CBC2022-0248; Permit
Building Permit Finaled {city of Carlsbad Commercial Permit Print Date: 02/05/2025 Job Address: 2091 RUTHERFORD RD, CARLSBAD, CA 92008-7316 Permit No: Status: CBC2022-0248 Closed -Finaled Permit Type: BLDG -Commercial Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: #of Dwelling Units: 2121202500 Track#: $3,000.00 Lot#: Project#: Plan#: Bedrooms: Construction Type : Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: SCIENTIFIC PLASTIC PRODUCTS: HIGH PILE STORAGE (1502 LNFT) Applicant: JOHN MARTINEZ 565 PORTER WAY PLACENTIA, CA 92870-6454 (714) 269-8693 FEE BUILDING PLAN CHECK Property Owner: DC T RUTHERFORD LLC PO BOX 173382 DENVER, CO 80217-3382 (303) 597-2400 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE} BUILDING PLAN REVIEW-MINOR PROJECTS (PLN} CERTIFICATE OF OCCUPANCY FIRES Occupancies< SO,OOOsq. ft. Tl SB1473 -GREEN BUILDING STATE STANDARDS FEE STORAGE RACKS> 8 FT HIGH STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $6,635.75 Total Payments To Date: $6,635.75 Applied: 07/13/2022 Issued: 12/01/2022 Finaled Close Out: 04/15/2024 Final Inspect ion: 04/10/2024 INSPECTOR: Renfro, Chris Contractor: RACK US UP INC 8620 SORENSEN AVE, # STE 8 SANTA FE SPRINGS, CA 90670-2686 (562} 713-1104 Balance Due: AMOUNT $2,317.51 $194.00 $98.00 $16.00 $443.00 $1.00 $3,565.40 $0.84 $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 t imely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad Job Address2091 RUTHERFORD RD COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check C-3C.26U-024 Est. Value PC Deposit Date Suite: APN:212-120-25-00 ---- Tenant Name#:SCIENTIFIC PLASTIC PRODUCTS lot #: ____ Vear Built: ________ _ Vear Built: __ _ Occupancy: s AND s-1 Construction Type: 111-B Fire sprinklers:(:)YESQNO A/C:QYESQNO BRIEF DESCRIPTION OF WORK:INSTALL HIGH PILE STORAGE RACKS IN A WAREHOUSE AREA D Addition/New: ___________ New SF and Use, _________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ 0 Tenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ D Other: ----------------------------------- PRIMARY APPLICANT Name: JOHN MARTINEZ Address: 565 PORTER WAY City: PLACENTIA State: CA Zip: 92870 PROPERTY OWNER Name: PROLOGIS Address: 1800 WAZEE ST City: DENVER State:CO Zip:_8_02_0_2 __ _ Phone: 714-269-8693 Phone: __________________ _ Email: ADMIN@WAREHOUSEPERM ITS.COM Email: __________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:STRUCTURAL ENGINEERING & DESIGN INC Business Name:RACK US UP ----------------Address: 1815 WRIGHT AVE Address:8620 SORENSEN AVE #8 City:LA VERNE State:CA Zip:_9_17_5_0 __ City:SANTA FE SPRINGS State:CA Zip:_9_06_7_0 ____ _ Phone: 909-596-1351 Phone: 562-713-1 104 Email: Email: __________________ _ Architect State License: 26608 CSLB License#: 863780 Class: C61 /D24 ------- Carlsbad Business License# (Required):, _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. ----- ( ) DAISY ESTRADA NAME PRINT: _________ _ 07/13/2022 E:------- 1635 Faraday Ave Carlsbad, CA 92008 Email: Building@carlsbadca.gov REV. 04/22 e • THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION : I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division] of the Business and Professions Code, and my license is in full forceandeffect. I alsoaffirmunderpena/tyof perjury one of the following declarations (CHOOSE ONE): 0 I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No .. ___________________________________________ _ -OR- GJ I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Policy No. RAWC328489 EKpiration Date: _0_31_12_12_0_23 _____________ _ -OR- D Certificate of Exemption: I certify t hat in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA T/ON: The applicant certifies that all documents and plans clearly and accurately shaw all e,isting and proposed buildings, structures, access roads, and utilities/utility easements. All proposed madificat,ons and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved far construction and may be required ta be altered ar removed. The city's approval of the application is based an the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and /ram one onathe1; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances ta development have been accurately shown and labeled as well as all an-s,te grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the~t~i--~,_..- NAME (PRINT): DAISY ESTRADA (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Con tractor'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- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's license Law). -OR-01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: A 0, 0 FORM B-61 "Owner Builder Acknowledgement and Verification Form" is reql1ired for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Businessand Professions Code, isavailob/e upon request when this application is submitted or at the following Web site: http:I/www.leginfo.ca.govl ca /aw. html. OWNER CERT/Ff CAT/ON: The applicant certifies that all documents and plans clearly and accurately shaw all existing and proposed buildings, structures, access roads, and ut//ities/utility easements. All proposed modifications and/or additions are clearly labeled an the site plan. Any potentially existing detail within these plans inconsistent with the site plan are nat approved far construction and may be required to be altered arremaved. The city's approval of the application is based an the premise that the submitted documents and plans shaw the correct dimensions af; the property, buildings, structures and their setbacks from property lines and /ram one another; access roads/easements, and utilities. The existing and proposed use af each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all an-site grading/site preparation. All improvements existing an the property were completed in accordance with all regulations in existence at the time af their construction, unless otherwise noted. NAME (PRINT): SIGN: DATE: -------------------------Note: If the person signing above is an authorized agent for the property owner include form 8-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Building Permit Inspection History Finaled (cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0248) Application Date: 07/13/2022 Owner: DC T RUTHERFORD LLC Permit Type: BLOG-Commercial Work Class: Tenant Improvement Issue Date: 12/01/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 06/06/2023 IVR Number: 41960 Address: 2091 RUTHERFORD RD CARLSBAD, CA 92008-7316 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 12/08/2022 12/08/2022 BLDG-14 Frame/Steel/Bolting/We lding (Decks) Status 198264-2022 Passed Chris Renfro Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/10/2024 04/10/2024 BLDG-Final Inspection 244897-2024 Passed Chris Renfro Checklist Item COMMENTS Passed Wednesday, February 5, 2025 BLDG-Building Deficiency BLDG-Structural Final NOTES Created By Chris Renfro Yes Yes TEXT Created Date FINAL COMPLETED AT EARLIER DATE NOT 04/10/2024 ENTERED INTO SYSTEM Complete Complete Page 1 of 1 • :CORD INSPECTIONS 88 Llvely St. Rlveralde1 CA 92505 lhela1tmonk1@gm1l.com City r •: • ., ·. ..... --·t.:,. ~bad Db, i ~ 1022 Registered Inspector's Dally Report I BUILD7NG DIV Date· 1112212022 1810N l'ypeof 0 Welding D Reinforced Concrete 0 Sholcrete Inspection D Hlgh-Stntngth BoffJng D Post-Tenak>ned Concrete 0 Epoxy Required 0 Fire Proofing 0 Reinforced Masonry Ill Other DIA Pn,fec:t:Sdentltlc Pla&tlc Pnxluctl Project#: Pennlt:CBC2022-o248 Addntsa:2091 Rutherfont Rd. Cal1sbad, ca. 92008 Jur1adlctlon:Catfsbed B&S Type of Strudln:Warehouse Arc:hitec:t: Material Oesaiptlon: Englneer:Stnlctural Engineering & dellgn lype:RIC Contraclor:Zlgllft lnapector.SteYe Montgomery Subcontractor: Tests Performed TYDeofSamDle Slump Quantitv Addltfonal lnfonnatJon: Inspection s·ummary: Provided Special Inspection for (4) 112•xs-112• Hlltl Kbtz A.B Per 8-X a• Base pl. for (3) Single Rows & (7) Double Rows of Storage Racks w/(2) 1/2"x5-1/2• Hilti Kbtz A.B w/3-1/4• minimum embedmenl Performed Torque Testing of 25% of All 112• dla. Anchor Bolts @40 ft.nbs. -100% passed. All Work Performed Per Code & Stamped Approved Plans & Manufacturers Written Specifications -See Details General Project Notes #4/SED 1of1 & 7/SED 1of1 Workmanship Good to Excellent. Completed Cill1llil1IW or mer fMCI ,.__,._ .. ,._NOllllldlD._balt~m,lnMlliclgellol Ill._ lli,Qllld _. .. _.,, ... ..-. dh Sl1Y8 Montgomery RIC 8019841 ICC Certltlcatk,n Number No Violations Observed! IDMEINI DMEMI a:: I CM,HR81 Al~• bald on 1 ~ cf 4 haln and ow, 4 hOurl • 8 how mklkllum. In lddllan, Ill'/ Nl)tCllon uilndlng pau noanhollrwl bean lhlu~ Approved November 8, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: High Pile Racks Address: 2091 Rutherford Rd., Carlsbad, CA Applicant Name: John Martinez Applicant Email: admin@warehousepermits.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B/S-1 Occupant Load: N/ A Type of Construction: Ill-B Sprinklers: Yes Stories: 1 Area of Work (sq. ft.): 28,688 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, COMPI.IANC S RV ICF City of Carlsbad -FINAL REVIEW City Permit No: CBC2022-0248 True North No.: 22-018-092 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 18, 2022, by Premier Warehouse Permits, Inc. 2. Structural Calculations: One()) copy dated October 25 , 2022, by Structural Engineering & Design Inc. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review bas been co1t1pleted and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be offurther assistance. Sincerely, True North Compliance Services Review By: Bachar Koujah, PE -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562. 733.8030 Transmittal Letter October 20, 2022 City of Carlsbad Comrnmuty Development Depa1tment -Building Division L635 Faraday vc. arl bad , CA 92008 Plan Review: High Pile Racks Address: 2091 Rutherford Rd., Carlsbad CA Applicant Name: John Martinez Applicant Email: admin@warehousepermits.com rue North COMPLIANCE S RVIC S TIDRD R VIEW ity P rmit No: BC2022-0248 True North No.: 22-0 l 8-092 True North ompliance Service , lnc. has completed the third review of the foll.owing document for the project referenced above on behalf of the ity of arl bad: l. 2. Drawings: One (1) copy dated May 18, 2022, by C. Kannoi. trnctural Calculations: One (I) copy dated June 6, 2022 by Naresh J. Palkhiwala. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: Valuation: Scope of Work: loor Area: onfirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any que tions or if we can be of further as istance. Sincerely, True · orth Compliance Service Review By: Bachar Koujah PE -Senior Plan Review ngineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T I Cjfi:J n ~ RffW High Pile Storage Racks 2091 Rutherford Rd. October 20, 2022 RESUBMITTAL INSTRUCTIONS: Plan Review Comments City of Carlsbad-THIRD REVIEW City Permit No.: CBC2022-0248 True North No.: 22-018-092 Page 2 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 foJlow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 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 comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each conunent by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Yow-complete and clear responses will expedite the re-check. D. Please be sure to include the arch itect and engineer's stamp and signature on all sheets of the drawings and on the coversheet of specifications and calcu lations per CBPC 5536.l and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): BIS-1 NIA III-B Yes I 28,688 sq. ft. ARCHITECTURAL COMMENTS: General: Al. A2. Show, on the floor plan, the exit access travel distance not to exceed the distance specified on CBC table 10.17.2. Provide additional exit signs, where required, and means of egress illumination where storage racks obstruct the visibility of the eJ(il sigt'tS or egress path. CBC l 008 and l 0 l 3. High Pile Storage Racks 2091 Rutherford Rd. October 20, 2022 City of Carlsbad-THIRD REVIEW City Permit No.: CBC2022-0248 True North No.: 22-018-092 Page ] ACCESSIBILITY COMMENTS: General: Dl. Site plan: a) b) c) d) e) f) g) h) i) j) When alterations or additions are made to e,,isting buildings or facilities, ar. accessible path of travel from site arrival points to the specific area of alteration or addition shall be provided per CBC l lB 202.4. On the site plan, please delineate accessible path of travel: 4 8 in minimum width walkway, 5% maJtimwn slope in the direction of travel, 2% maxirnw11 cross slope. l lB 403.3 & l lB 403.5 09/2V2022 PC2: Shew 48" minimum width for t,4epath of travel. Show complete dimensions of the accessible parking stalls and shov,r requ:iJed signage. Specify the slope and cross slope of the accessible parking space and the access aisle. Shov,r and detail all required detectable warnings on the plans to demonstrate compliance with the llB 247 & llB 705. Primary accessible path of travel shall include a primary entrance to the building or facility; toilet and bathing facilities serving the area; drinking fountains serving the area; public telephones serving the area, and signs per CBC l lB 202.4. Provide detailed dimensions of the existing accessible restrooms serving the remodeled area. Show all required maneuvering and fixture clearances. CBC l lB 202.4 Show and specify primary entry door and door(s) along path of travel, including door size(s), hardvrare, landings, thresholds, kickplates, pressure, etc ... CBC 11.B 206.5 0912Ll2022 PC2: 1Vot resolved. Provide £l referenee at the primary ent,y door tefig. 9 on sheet 3 of-3. Provide threshold details for main entry door, indicating Vi inch maximum height. CBC l lB 404.2.5. 09/2V2022 PC2: Not resolved. Provide £l refere,"lce £lt theprima1y ent,y doo~ tefig. 9 OH sheet 3 of-3. \\There key operated locking devices are used, post a sign on or adjacent to the required main eJ(it door with 1 in. lettering stating: "THIS DOOR TO REMAIN UNLOCKED V.'HEN: THIS SPACE IS OCCUPIED." (l0l0.1.9.3) 09/2Ll2022 PC2: ]Vot reselved. No response provided. Specify door hardware type(s) for al l doors and gates and provide elevation iruiicating hardware height between 34 inches minimum and 44 inches maximllln above the fi11ish floor or ground. CBC llB 404.2.7 09/21/2022 PC2: Not resowed. Provide £l reference at the prima,y entry doer tefig. 9 en sheet 3 of-3. Sv;inging door and gate surfaces within 10 inches of the finish floor or gmand measured vertically shall have a smooth surface ot: the push side extending the full 1.vidth of the door or gate. Parts creating horizontal or vertical joints in these surfaces shall be within l/16 inch of the same plane as the other and be free of sharp or abrasive edges. Cavities created by added kick plates shaJl be capped. Show and dimension required kickplate(s). CBC llB 404.2.10 09/2]/2022 PC2: AT.et resolved .. P,·ovide a reference at the primary e,<itly door tefig. 9 mi sheet 3 of-3. High Pile Storage Racks 2091 Rutherford Rd. October 20, 2022 City of Carlsbad-THIRD REVIEW City Permit No.: CBC2022-0248 Tme North No.: 22-018-092 Page 4 D2. SHEET 3 of 3: (09/21/2022-PC2) a) Fig. 2: Revise all code sections to comply wilb the 2019 CBC. b) Detail D2: Specify that tf:ie single use restroom serving the area of remodel is a unisex restroom and shov,1 signages. STRUCTURAL COMMENTS: S2. Submit structural details of the storage racks, member connection details, and connection to foundation detail per the calc provided. SHEET SED 1 of 1: a) Per the revised ca.le revise the seism ic criteria to match the ca.le. GENERAL PROJECT NOTES 2. SEISMIC CAITERIA Ss -o.985, s, •0.359, Fa -1.000, Fv -1..940 Ip• 1.0 (NOPUOLICACCESS), Sds • 0.657, Sdl •0.464, OCC\JPANCYCATA0.11 SITE CV.SS D, SEISMIC DESIGN CATAO. D TYPE AA• 3200 LBS PEA LEVEL TYP. TYPE AT• 3600 LBS PER LEVl:L TYP. 4, ANCHORS : POWERSS02 ESR# 2'<X!, OR HILTl KWIKBOLT TZ ESR# 1917 AS USED IN CAI.CULATIONS OR ICC & ENGINEER APPROVED EQUAL Structural Calculations: 83. 84. SS. Provide calc for the seismic parameters using site class D default anless a soil's report is provided. Wf:ien using site class D default the Sds factor is 1.617 09/21/2022 PC2: Revise t!ie Sds faeter mi sheet 1 ef} te 0. 768 a:-id t.'fe site elas·s t8 D defaul-tper eak. Submit a copy of the e,dsting approved foundation plan, for reference, sbovling tf:ie thickness and strength of the existing slab to match the calo (5" slab, 2,500 PSI concrete) 09/2}/2{)22 PC2: Net reselved. The _field ve,·ifieation l'CJJ8rl dees ,•iet speeiJY the sl-ah thickness. Sheet I efl eftheplans requires 6" .r;lab per key,wte 6. Engineer of record shall verify the condjtions of the existing slab on grade supporting storage racks and make his/her observations as part of the plans. Structural calculations and details shall be required for rack locations 1.vitf:i close proximity to e>tpansion and construction joiAts. In addition, the engineer shall indicate if cracks are present and provide adequate mitigation measures. 09/2N2022 PC2: S.'tmv-, mi pl-a:-is, the required 3.5" distance 0:fanyfeundati0n anehorjl'em any eraek 0~· cuts in the slab per t.'fe conelusie,'1 ef the .filed verifleatien repert. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. High Pile Storage Racks 2091 Rutherford Rd. October 20, 2022 [E DJ City of Carlsbad-THIRD REYlEW City Permit No.: CBC2022-0248 True Oith No.: 22-0 18-092 Page 5 Transmittal Letter September 21, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: High pile racks Address: 2091 Rutherford Rd., Carlsbad CA Applicant Name: John Martinez Applicant Email: adrnin@warehousepermits.com True North COMPLIANCE SERVICES SECOND REVIEW City Permit No: CBC2022-0248 True North No.: 22-018-092 True North Compliance Services, Inc. has completed the second review of the fo llowing documents for the project referenced above on behalf of the City of Carlsbad: l. Drawings: One (l) copy dated May 18, 2022, by C. Kannoi. 2. Structural Calculations: One (I) copy dated June 6, 2022, by Naresh J. Palkhiwala. Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below for additional information: 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: Bachar Koujah, PE -Senior Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, long Beach, CA 90807 High Pile Storage Racks 2091 Rutherford Rd. September 21, 2022 City of Ca rlsbad-SECOND REVIEW City Pcrmjt No.: CBC2022-0248 True North No.: 22-018-092 Page 2 Plan Review Comments RESUBMITTAL INSTRUCTIONS: 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 instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 201 7 NEC, as amended by the State of California). B. There may be other comments generated by the Buj[ding Division and/or other City departments that will al so require your attention and response. This attached list of comments, 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. Please 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. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): B/S-1 NIA III-B Yes I 28,688 sq. ft. ARCIDTECTURAL COMMENTS: General: Al. Show, on the floor plan, the exit access travel distance not to exceed the distance specified on CBC table 10.17.2. A2. Provide additional exjt signs, where required, and means of egress illumination where storage racks obstruct the visibility of the exit signs or egress path. CBC 1008 and 1013. High Pile Storage Racks 2091 Rutherford Rd. September 21, 2022 ity of Carlsbad-SECO D REVIBW ity Permit No.: BC2022-0248 True North No.: 22-018-092 Page 3 ACCE IBILITY COMME TS: General: Dl. ite plan: a) When alterations or additions are made to existing buildings or facilitic , an accessible patb of travel from site arrival points Lo the specific area of alteration or addition ball be provided per CBC J 18-202.4. On the site plan, plea c delineate accessible path of travel: 48 in minimum width walkway, 5% maximum slope in the direction of travel , 2% maximum cro ·s-slopc. 11 B-403.3 & l 1B-403.5 b) c) d) e) f) 09/21/2022-PC2: Show 48" minimum width.for the path of travel. Shm,11 complete dimensions of the accessible parking stalls and show required sigaage. Speeify the slope and eross slope of the accessible parking spaoe and the acoess aisle. Show and detail alJ required detectable v,arnings on the plans to demonstrate compliance with the HB 247 & l lB 705. Primary accessible path of tra•,el shall i nolude a primary entrance to the building or facility; toilet and bathing facilities serving the area; drinldng fountains serving the area· public telephones serving the area, and signs per CBC 11 B 202. 4. Provide detailed dimensions of the existing aocessible restrooms serving the remodeled area. Show all requirnd ma:11euvering and fixtl:lf@ clearances. CBC 11B 202.4 Show and specify primary entry door and door(s) along path of travel, including door size(s), hardware, landing thresholds kickplate , pressLu·e, etc ... CBC 11 B-206.5 09/21/2 022-PC2: Not resolved. Provide a reference at the primary entry door to fig. 9 on sheet 3 of 3. g) Provide threshold details for main entry door, indicating ½ inch maximum height. CB l lB- 404.2.5. 09/21/2022-PC2: Not resolved. Provide a reference at the primary entty door to fig. 9 on sheet 3 of 3. h) Where key-operated locking devices arc u cd, po ta ign on or adjacent to the required main exit door wilh 1-in. lettering tating: "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OC UPlED." (1010.1.9.3) 09/21/2022-PC2: Not l'esolved. No respom.e provided. i) pecify door hardware type(s) for all doors and gates and provide elevation indicating hardware height between 34 inche minimum and 44 inchc maximum above the fini h floor r ground. CB l 18-404.2.7 09/2J/2022-PC2: Not re olved. Provide a reference at the primary ent,y door to _fig. 9 on sheet 3 of 3. j) Swinging door and gate smfaces within l O inches of the finish floor or ground measured vertically shall have a smooth surface on the pu h ide extending the full width of the door or gate. Parts creating horizontal or vertical joints in these surfaces shall be within l /16 inch of the sam plane as the other and be free of sharp or abrasive edges. Cavities created by added kick plates shall be capped. how and di.men ion required I ickplate( . CB J l B-404.2.10 09/21/2022-PC2: Not resolved. Provide a refere,ice at the primaty en.try door to fig. 9 on sheet 3 of 3. High Pile Storage Racks 2091 Rutherford Rd. September 21, 2022 City of Carlsbad-SECOND REVIEW City Permit No.: CBC2022-0248 True North No.: 22-0J.8-092 Page4 D2. SHEET 3 of 3: (09/21/2022-PC2) a) Fig. 2: Revise all code sections to comply with the 20 19 CBC. b) Detail D2: Specify that the single use restroom serving the area of remodel is a unisex restroom and show signages. STRUCTURAL COMMENTS: Plans: Sl. Submit structUral details of the storage racks, member connection details, aad connection to foundation detail per the calc provided. Structural Calculations: S2. Provide calc for the seismic parameters using site class D-default unless a so il 's report is provided. When using site class D-default the Sds factor is 1.617 09/21/2022-PC2: Revise the Sds factor on sheet 1 of 1 to 0. 768 and the site class to D-default per calc. S3. Submit a copy of th e existing approved foundation plan, for reference, showing the thickness and strength of the existing slab to match the calc (5" slab, 2,500 PSI concrete) 09/21/2022-PC2: Not resolved. The field verification report does not specify the slab thickness. Sheet 1 of 1 of the plans requires 6" slab per keynote 6. S4. Engineer of record shall verify lhe conditions of the existing slab on grade supporting storage racks and make his/her observations as part of the plans. Structural calculations and details shall be required for rack locations with close proximity to expansion and construction joints. In addition, the engineer shall indicate if cracks are present and provide adequate mitigation measures. 09/21/2 022-PC2: Show, on plans, the required 3.5" distance of any foundation anchor from any crack or cuts in the slab per the conclusion of the filed verification report. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter August 4, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: High pile racks Address: 2091 Rutherford Rd., Carlsbad CA Applicant Name: John Martinez Applicant Email: adm.in@warehousepennits.com True North COMPLIANCE SERVICES l◄IRSTREVIEW City Permit No: CBC2022-0248 True North No.: 22-018-092 True North Compliance Services, Inc. has completed tbe first review of the following documents for the project referenced above on behalf of th e City of Carlsbad: 1. Drawings: One (l) copy dated May 18, 2022, by C. Kannoi. 2. Structural Calculations: One (l) copy dated June 6, 2022, by Naresh J. Palk.h.iwala. Attn: Permit Technician, the plans have been reviewed for coordination with the perm.it application. See below for additional information: 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: Bachar Koujab, PE -Senior Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T I 562. 733.8030 High Pile Storage Racks 2091 Rutherford Rd. August 4, 2022 RESUBMITTAL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBC2022-0248 Ttue North No.: 22-018-092 Page2 Deliver THREE corrected sets of plans and TWO corrected caJculations/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 speciJic instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 20 19 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017 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 comments, 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. Please be sw·e 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. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction : Sprinklers: Stories: Area of Work (sq. ft.): B/S-l NIA Jil-8 Yes l 28 ,688 sq. ft. ARCHITECTURAL COMMENTS: General: A 1. Show, on the floor plan, the exit access travel distance not to exceed the distance specified on CBC table l0.17.2. A2. Provide additional exit signs, where required, and means of egress illumination where storage racks obstruct the visibility of the exit signs or egress path. CBC 1008 and !013. High Pile Storage Racks 2091 Rutherford Rd. August 4, 2022 City of Carlsbad-FIRST REVIEW City Permit No.: CBC2022-0248 Tme North No.: 22-018-092 Page 3 ACCESSIBILITY COMMENTS: General: Dl. Site plan: a) When alterations or additions are made to existing buildings or facilities, an accessible path of travel from site arrival points to the specific area of alteration or addition shall be provided per CBC l lB-202.4. On the site plan, please delineate accessible path of travel: 48 in minimum width walkway, 5% maximum slope in the direction of travel, 2% maximum cross-slope. l l B-403 .3 & 1 lB-403.5 b) Show complete dimensions of the accessible park.iJ1g stalls and show required signage. Specify the slope and cross slope of the accessible parking space and the access aisle. c) Show and detail all required detectable warnings on the plans to demonstrate compliance with the llB-247 & l lB-7 05. d) Primary accessible path of travel sha!J include a primary entrance to the building or facility; toilet and bathing facilities serving the area; drinking fountains serving the area; public telephones serving the area, and signs per CBC 11B-202.4. e) Provide detailed dimensions of the existing accessible restrooms serving the remodeled area. Show all required maneuvering and fixture clearances. CBC l lB-202.4 f) Show and specify primary entry door and door(s) along path of travel, i_ncluding door size(s), hardware, landings, thresholds, kickplates, pressme, etc ... CBC l LB-206.5 g) Provide threshold details for main entry door, indicating 1/2 inch maximum height. CBC 1 lB- 404.2.5. h) Where key-operated locking devices are used, post a sign on or adjacent to the required main exit door with I-in. lettering stating: "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE TS OCCUPIED." (1010.1.9.3) i) Specify door hardware type(s) for all doors and gates and provide elevation indicating hardware height between 34 inches minimum and 44 i_nches maximum above the finish floor or ground. CBC l lB-404.2.7 j) Swinging door and gate surfaces within 10 inches of the finish floor or ground measured vertically shall have a smooth surface on the push side extending the fuJ I width of the door or gate. Parts creating horizontal or vertical joints in these surfaces shall be within 1/ l 6 ioch of the same plane as the other and be free of sharp or abrasive edges. Cavities created by added kick plates shall be capped. Show and dimension required .kickplate(s). CBC l lB-404.2.l 0 STRUCTURAL COMMENTS: Plans: S 1. Submit structural details of the storage racks , member connection details, and connection to foundation detail per the calc provided. Structural Calculations: S2. Provide calc for the seismic parameters using si le class D-default unless a soil' report is provided. When using site class D-default the Sds factor is l.617 S3. Submit a copy of the existing approved foundation plan, for reference, showing the thickness and strength of the existing lab to match the calc (5" slab, 2,500 PSI concrete) High Pile Storage Racks 2091 Rutherford Rd. August 4, 2022 City of Carlsbad-FIRST REVIEW City Pem1it No.: CBC2022-0248 True North No.: 22-018-092 Page4 S4. Engineer of record shall verify the conditions elf the existing slab on grade supporting storage racks and make his/her observations as part of the plans. Structw-al calculations and details shall be required for rack locations with close proximity to expansion and constructionjoints. ln addition, lhe engineer shall indicate if cracks are present and provide adequate mitigation mea ures. If you have any questions regarding the above comments, please contact Bachar Koujah, PE via email bachark@tncservices.com or telephone (562) 733-8030. [END] Structural Engineering $. Design, Inc. Project Number: 22-0519-1.3 Date ; 10/25/22 S t reet Address: 2091 RUTHERFORD RD City/State : CARLSBAD, CA 92008 Scope of Work : STORAGE RACK 10/26/ 8/21/22, 12:35 PM U.S. Seismic Design Maps 2091 Rutherford Rd, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1327637, ~1 17.2854304 Henry Schein~ Orthodontics T 4$,.. ft '0tJ T Carlsmed, Inc 4v~ Medtronic' ' OSHPD Carlsbad Commerce Center q Callaway Golt{I Full Swing Golf Go ·gle Aqualung Group f GKN Additive 0 ForecaSt ~~P tlata tl;)2022 i Date Design Code Reference Document 1 Risk Category 'Site Class :Type Ss : S1 I : SMs i SM1 'Sos I So1 Type 'soc Fa Fv PGA 'FpG~ PGAM TL 'SsRT SsUH SsD S1RT S1UH S10 PGAd PGAuH CRs Value 0.985 0.359 1.182 null -See Section 11.4.8 0.788 null -See SecUon 11.4.8 Value null -See Section 11 .4.B 1.2 null -See Section 11.4.8 0.43 1.2 0.516 8 0.985 1.095 1.5 0.359 0.395 0.6 0.5 0.43 0.9 https://www.seismicmaps.org Description 8/21/2022, 12:35:05 PM ASCE7-16 Ill D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numaric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second SIie amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted g,round motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance In 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Fadored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic af:celeration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods 1/3 r I I Structural Engineering $: Design, Inc . 1815 Wright Ave La Verne, CA91750 Phone: 909.596.1351 Fox: 909.596.7186 Project Name : SCIENTIFIC PLASTIC PRODUCTS Project Number : 22~0519-13 Dat e : 08/23/22 Street Address: 2091 i<UTHERFORD ROAD Cl-ty/St ate : CAl<LSBAD, CA 92008 Scope of Work: STORAGE RACK Structural Engineering & Design Inc. 1a1s Wrjght Aye La Verne CA 91750 Jel· 909,5961351 Fax· 909 596 7186 By: Bob S Project: Scientific Plastic Prod Project #: 22-0519-13 TABLE OF CONTENTS Tltle Page ............................................................................................................. . Table of Contents................................................................................................... 2 Design Data and Definition of Components .......................................................... 3 Critical Configuration............................................................................................. 4 Seismic Loads....................................................................................................... 5 to 6 Column .................................................................................................................. 7 Beam and Connector ....... .. ... . ... . .. ... ........... .. . ... ....... ... ..................... .... ... .. ..... ........ 8 to 9 Bracing .................................................................................................................. 10 Anchors ....... ................... ................................ .. .................................. .................. 11 Base Plate ............................................................................................................. 12 Slab on Grade....................................................................................................... 13 Other Configurations ............................................................................................. 14 tyi:>e aa ~e:lect-5c,ent1hc.xl~ Page :2_of tc./ 81? l/?022 Structural Engineering & Design Inc. 1815 Wriabt Ave La Verne. CA 91750 Tel: 909.596 1351 fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod Project#: 22-0519-13 Design Data 1) The analyses herein conforms to the requirements of the: 2018 IBC Section 2209 2019 CBC Section 2209 ANSI MH 16.1-2012 Speclflcations for the Design of Industrial Steel Storage Racks "2012 RMI Rack Design Manual" ASCE 7-16, section 15.5.3 2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=SS ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components A'..tin!! Height Beam length A Front View: Down Ai!ile (L<lngitudinefl Freme twe "" sel~ct~Sc1t:nt1f1c.xls Cbu11m 83se Piate and Ancoors ~~pih~ .Section A: Oosg Aisle (Tnmsverm ) Freme Page ~ of l'{ Ho!lrontal E!l"ace Diagonal 8-";ore 8/2 I /2022 r Structural Engineering & Design In c. 1815 Wright Ave La Verne. CA 91750 Tei: 909.596.1351 Fax: 909.596,7186 By: Bob S Project: Scientific Plastic Prod Project#: 22-0519-13 Configuration &. Summary: TYPE AA SELECTIVE RACK T 80" 192" + 80" Seismic Criteria # Bm Lvls Ss=0.985, Fa=1.2 2 Component Column Fy=55 ksi Column & Backer None Beam Fy=55 ksi Beam Connector fy=SS ksl Brace-Horizontal f y=55 ksi Brace-Diagonal Fy=55 ksi BasP. Plate Fy=36 ksi And1or 2 per Base Slab & Soil Level I Load** Per Level Beam Spcg 1 3,200 lb 80.0 In 2 3,200 lb 80.0 In *' Load defined .is product weight per pair of beams I Note, I type aa ::,e,lecL-5c1ent1fic.xl5 r 78" t 192" 64" t 32" l ,f-42" + **RACK COLUMN REACTIONS ASDLOADS AXIAL DL= 75 lb AXIAL LL= 3,200 lb SEISMIC AXIAL Ps=+/-2,230 lb BASE MOMENT= 8,000 in-lb Frame Depth Frame Height # Dia onals Beam Length Frame Type 42 in 192.0 in 3 96 in Single Row Description STRESS Mecalux 314 3.0"x2.69"x0.070" P=3275 lb, M=12367 in-lb 1-OK None None N/A Intlk 40E 4Hx2.75Wx0.059"ihk Lu=96, In I Capacity: 4966 lb/pr 0,64-OK Lvl l : 3 pin OK I Mconn=7940 In-lb I Mcap=11847 in·lb 0.67-OK Mclx U515 Sgl 1.97xl.38x16ga(U80) 0.16-OK Mclx U515 Sgl 1.97x1.3Bx16ga(UB0) 0.84-OK 8x5x0.375 I Fixity= 8000 In-lb 0.63-0K 0.5" x 3.25" Embed Powers 5D2 ESR 2502 Inspection Reqd (Net Seismic Upli~=1574 lb) 0.383-OK 5" thk x 2500 psi slab on grade. 750 psf Soll Bearing Pressure Brace 32.0 In 64.0 In 78.0 in Total: I Story Force I Story Force Transv Long it. 291 lb 176 lb , 583 lb 353 lb 874 lb 529 1b Pat3e '-( of l y Column I Column I Conn. Axial Moment Moment 3,275 lb 12,367 "# 7,940 "# 1,638 lb 7,054 "# 3,611 "# 0.4-OK Beam Connector 3 pin OK 3 pin OK B/21 /2022 (. Structural . Engineering & Design Inc. 1 s1 s Wright Aye La Verne. CA 91750 JeJ: 909,596.1351 fax· 909 596.7186 By: Bob S Project: Scientific Plastic Prod Seismic Forces Configuration: TYPE AA SELECTIVE RACK Lateral analysis is performed with regard to the requlremel\ts of the 2012 RMI ANSI MH L6.1·2012 Sec 2.6 & ASCE 7-16 sec 15.5.3 Transverse (Cross Aisle) Seismic Load V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) Csl= Sds/R Cs-max* Ip= 0.1970 Vm1n= 0.015 = 0.1970 Cs2= 0.044*Sds = 0.0347 Cs3= O.S*S1/R = 0.0449 Eff Base Shear=Cs= 0.1970 r,.-n,.r::w;=-t;:.IT~iii"" Cs-max= 0.1970 Base Shear Coeff=Cs= 0.1970 Level 1 2 PRODUCT LOAD P P*0.67*PRF1 3,200 lb 2,144 lb 3,200 lb 2,144 lb sum: P=6400 lb 4,288 lb Lon itudinal Downaisle Seismic Load Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67*PLRFl * PL)+DL (RMI 2.6.2) = 4,438 lb Vtransv=Vt= 0.197 * (150 lb+ 4288 lb) Etransverse= 874 lb Limit States Level Transverse seismic shear per upright DL hi wi*hi 75 lb 80 in 177,520 75 lb 160 in 355,040 150 lb W=4438 lb 532,560 Project #: 22-0519-13 Ss= 0.985 S1= 0.359 Fa= 1.200 Fv= 1.940 Sds=2/3*Ss*Fa= 0.788 Sd1=2/3*S1 *Fv= 0.464 Ca=0.4*2/3*Ss*Fa= 0.3152 (Transverse, Braced Frame Dir.) R~ 4.0 Ip= 1.0 PRFI= 1.0 Pallet Height=hp= 48.0 in DL per Beam Lvl= 75 lb Fi Fi* hl+h /2 291.3 lb 30,295-# 582.7 lb 107,217-# 874 lb L=137,512 Csl=Sdl/(T'i'R)= 0.1191 Cs2= 0.0347 Cs3= 0.0299 Ws= (0.67 "' PLRF2 * P) + DL = 4,438 lb (Longitudinal, Unbraced Dir.) R~ 6.0 ,....c_s_=_Cs_-_m_ax_*~Ip_=_0._1_1_91 _______________ r =_,0.65 sec Vlong= 0.1191 * (150 lb+ 4288 lb) Cs-max= 0 .1191 ,_E_lo_n..;;g:...it_u_di_n_al_=--'-5_2-'-9_1 b ___ L_lm_rt_Stn_t_,,._Lo_ .. _,_Lo_•o_lt_. ,_.,,_ .. _1c_,h_••_'_P•_r_up_r10_1i_t-' Level PRODUC LOAD p P*0.67*PRF2 DL 1 . 3,200 lb 2,144 lb 75 lb 2 3,200 lb 2,144 lb 75 lb 111 80 In 160 in wi*hi 177,520 355,040 Fl 176.3 lb 352.7 lb Front View sum : =======4=2=8=8=1b====1:a:5==0=1b=====Wa:==4:::::;4i:=3=8=1b=======5=3=2=5=60=======5=29=1=b======== type ,,a 5elect 5c1ent1f1c .xl5 8/2 1/;,0?? Structurc31 Engineering & Design Inc. 1815 Wrjght Aye La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod Downalsle Seismic Loads Configuration: TYPE AA SELECTIVE RACK Determine the story moments by applying portal analysis . The base plate is assumed to provide partial fixity. Seismic Story Forces Vlong= 529 lb Vcol=Vlong/2= 265 lb Fl = 176 lb F2= 353 lb F3= 0 lb Seismic Story Moments ry1,1.:..1f (t,11ne 1na(le THl>ul,li-y ,l!'CJ of two colwn,1s o( rack (1,;tr11c: "'-... _ _ _ _ _ _ I ... EJ G IE]:13 -..EJ G EJ:□ EJ:G -..EJG~:GEJ:G ~ Conceptual System Project#: 22-0519-13 lyplc.tl Fr.tine 1na,le ,>((11\'C>colwnn'i , -✓----, Mbase-max= 8,000 in-lb Mbase-v= (Vcol*hleff)/2 < = = = Default capacity h 1-eff= hl -beam clip height/2 = 77 in = 10,183 In-lb <=== Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v = 8,000 in-lb M 1-1 = [Vcol * hleff]-Mbase-eff = (265 lb * 77 in)-8000 In-lb = 12,367 In-lb Mseis= (Mupper+Mlower)/2 Mseis(l-1)= (12367 in-lb + 7054 ln-lb)/2 = 9,710 In-lb LEVEL 1 2 hi 80 in 80 In Axial Load 3,275 lb 1,638 lb M 2-2= [Vcol-(Fl)/2) * h2 = (265 lb -176.4 lb]*80 in/2 = 7,054 in-lb Msels(2·2)= (7054 in-lb + 0 ln-lb)/2 = 3,527 In-lb Summary of Forces Column Moment** 12,367 in-lb 7,054 In-lb Mseismic** 9,710 in-lb 3,527 In-lb Mend-fixity 1,632 in-lb 1,632 in-lb Mconn= (Mseismic + Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 11,847 In-lb **all moments based on limit states level loading type aa select-Sc1cnt1f1c.xb Page {e of { L/ h2 1,1 Beam to Column Elevation rho= 1.0000 Mconn** 7,940 in-lb 3,611 in-lb Beam Connector 3 pin OK 3 pin OK 8/21/2022 COL -S tructu ral Engineering & Design Inc. 1815 Wrjaht Aye La Verne CA 91750 Tel: 909 596 1351 fax· 909 596,7186 By: Bob S Project: Scientific Plastic Prod Project ii: 22-0519-13 Column (Longitudinal Loads) Configuration: TYPE AA SELECTIVE RACK Section Properties Section: Mecalux 314 3.0"x2.69"x0.070" Aeff = 0.538 in" 2 Ix = 0. 765 in "4 Sx = 0.510 in "3 rx = 1.190 In nf= 1.67 Iy = 0.464 inA4 Sy = 0.307 in"3 ry = 0.928 In Fy= 55 ksi Kx = 1.7 r 3.000 In -, Lx = 78.0 in Ky= 1.0 Ly= 32.0 In Cb= 1.0 T 0.070 In 2.690 In E= 29,500 ksi Cmxc:: 0.85 J_ Loads Considers loads at level 1 COLUMN DL= 75 lb Critical load cases are: RMI Sec 2.1 COLUMN PL= 3,200 lb Load Dlse 5:: (1+0.105*Sds)D + 0.75*(1.4-I-0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method Mcol= 12,366 In-lb ax/al load coeff: 0.792918 * P seismic moment coeff: 0.5625 * Meo/ Sds= 0.7880 Load Case 6: : (1+0.14*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method 1+0.105*Sds = 1.0827 axialloadcoeff: 0.67222 seismicmomentcoeff: 0.7*Mcol Moment=Mx= 0.7*rho*Mcol 1.4+0.14Sds= 1.5103 l+0.14Sds= 1.1103 0.85+0.14*Sds= 0.9603 8= 0.7000 rho= 1.0000 Axial Analysis By analysis, Load case 6 governs utilizing loads as such Axial Load=Pax= 1.11032*75 lb + 0.96032*0.7*3200 lb = 2,234 lb = 0.7 * 12366 In-lb "' 8,656 in•lb Kxlx/rx = 1.7*78"/1.19" = 111.4 Fe= nA2E/(Kl/r)maxA2 = 23.4ksi Pn= Aeff*Fn = 12,613 lb P/Pa= 0.34 Bending Analysis > 0.15 Kyly/ry = 1*32"/0.9284" = 34.5 Fy/2= 27.5 ksi Qc= 1.92 Check: Pax/Pa + (Cmx*Mx)/(Max*µx) s; 1.0 P/Pao + Mx/Max :5 1.0 Pno= Ae*Fy Pao= Pno/Qc = 0.538 in"2 *55000 psi = 29,585 lb = 295851b/1.92 = 15,409 lb Fe < Fy/2 Fn= Fe = n"2E/(KL/r)maxA2 = 23.4 ksl Pa= Pn/Qc = 12613 lb/1.92 = 6,569 lb Myield=My= Sx*Fy = 0.51 ln"3 * 55000 psi = 28,050 In-lb Max= My/Qf Per= n"2EI/(KL)maxA2 = 28050 ln·lb/1.67 = 16,796 In-lb µx= {l/[l-(Qc*P/Pcr)]}"-1 = {1/[l-(l.92*2234 lb/12668 lb)]}"-1 = 0.66 Combined Stresses = nA2*29500 ksl/(1.7*78 ln)"2 = 12,668 Jb (2234 lb/6569 lb) + (0.85*8656 ln-lb)/(16796 in-lb*0.66) = (2234 lb/15409 lb)+ (8656 in-lb/16796 in-lb) = 1.00 0.66 > 1.0, NG < 1.0, OK (EQ CS-1) (EQ C5-2) ** For compalison, total column stress computed for load case 5 is: 94.0% ~inq loads 2618.5431 lb Axial and M= 6492 in-lb type il/J select 5c1ent1fic.~I'.'.; Patje ( of ( Y 8/21 /2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne CA 91750 Tel: 909 596 1351 Fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod BEAM ContIguration: TYPE AA SELECllVI: KACK DETERMINE ALLOWABLE MOMENT CAPACITY Al Check compression flange for local buckling (82.ll W= C -2*t -2*r = 1.75 in -2*0.059 in -2*0.059 In " 1.514 in w/t= 25.66 l=lr-tmbda= [1.052/(k)"0.5] * (w/t) * (Fy/E)"0.5 = (1.052/(4)"0.5] * 25.66 * (55/29500)"0.5 = 0.583 < 0.673, Flange is fully effective B) check web for local buckling per section b2.3 fl(r.omp)= Fy*(y3/y2)= 50.23 ksi f2(tension)= Fy*(yl/y2)= 101.99 ksi Y= f2/fl = -2.03 k= 4 + 2*(1-Y)"3 + 2*(1-Y) = 65.70 flat depth=w= yl +y3 Eq. B2.3-5 Eq. B2.3-4 Eq. B2.1-4 Eq. 82.1-1 = 3.764 in w/t= 63.79661017 OK i.0Jambda= (1.052/(k)"0.5] * (w/t) * (f1/E)"0.5 = (1.052/(65.7)"0.5] * 3,764 * (50.23/29500)"0.5 "' 0.342 < 0.673 . be=w= 3. 764 In bl= be(3-Y) = 0.748 b2= be/2 = 1.88 in bl+b2= 2.628 In > 1.242 In, Web is fully effective Determine effect of cold working on steel yield point (Fya) per section A7.2 Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2) * (r + t/2) 0.139 in Lflange-top=Lfca l.514 in C= 2*Lc/(Lf+2*Lc) " 0.155 in Eq B2.3-2 Project#: 22-0519-13 T 1,625 In 4.000 in 1 0.0591" . ~- Beam= Intlk 40E 4Hx2 75Wx0 059"Thk Ix= 1.667 ln"4 Sx= 0.783 ln"3 Ycg= 2.640 in t= 0.059 in Bend Radlus=r= 0.059 In Fy=Fyv= 55.00 ksi Fu=Fuv= 65.00 ksl E= 29500 ksl top flange=b= 1.750 In bottom flange= 2.750 in Web depth= 4.(""' :~ -Fy - m f1(C0ft\P) m= 0.192*(Fu/Fy) -0.068 = 0.1590 (EQ A7.2-4) doplh Be= 3.69*(Fu/Fy) -0.819*(Fu/Fy)"2 -1.79 = 1.427 since fu/Fv= 1.18 < 1. 2 and r/t= 1 < 7 OK I.hen Fye= Bi; * Fy/(R/t)"m (EQ A7.2-2) = 78.485 ksi Thus, Fya-top= 58.64 ksi (tension stress at top) Fya-hottom= Fya*Ycg/(depth -Ycg) = 113.84 ksi (tension .stress at bottom) Check allowable tension stress for bottom flange Lflange-bot::Lfb= Lbottom -2*r*-2*t = 2.514 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.100 Fy-bottom:oFyb= Cb*Fyc + (1-Cb)*Fyf = 57.34 ksi Fya = ( Fya-top )*( Fyb/Fya-bottom) = 29.54 ksi (EQ A7.2-3) if F= 0.95 Then F"'Mn=F*Fya*Sx= I 21.96 in-k Yr.g y1 yl= Ycg-t-r= 2.522 in y2= depth-Veg= 1.360 in y3= y2-t-r= 1.242 in Structural Engineering & Design Inc. 181 5 Wright Ave La Verne. CA 91750 Tel: 909.596 1351 Fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod BEAM Contiguration: fYf't AA St:LtLT !Vt KALK RMI Section 5.2, PT II Section Beam= Intlk 40E 4Hx2.75Wx0.059"Thk Ix=Ib= 1.667 inA4 Sx= 0.783 lnA3 t= 0.059 in fy=Fyv= 55 ksi Fu=Fuv= 65 ksi Fya= 58.6 ksi E= 29500 ksi F= 150.0 L= 96 in Beam Level= 1 P=Product Load= 3,200 lb/pair D=Dead Load= 75 lb/pair 1. Check Bending Stress Allowable Loads Mcenter=F*Mn.a W*L *W*Rm/8 W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P FOR DL=2% of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*lb + 3*F*L)] RMI 2.2, Item 8 1 -(2*150*96 in)/[(6*29500 ksi*l.667 inA3)+(3*150*96 in)] = 0.915 if F= 0.95 Then F*Mn=F"FycJ*Sx= 43.59 in-k Thus, allowable load per beam iJ8lr=W= F*Mn*8*( # of beams)/(L *Rm*W) = 43.59 in-k * 8 * 2/(96in * 0.915 * 1.599) = 4,966 lb/pair allowable load based on bending stress Mend= W*L*(l-Rm)/8 = (4966 lb/2) * 96 in * (1-0.915)/8 = 2,533 In-lb @ 4966 lb max allowable load = 1,632 in-lb @ 3200 lb imposed product load 2. Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L + lO*E*Ib) = 1 -(4*150*96 ln)/[(5*150*96 in)+(10*29500 ksi*l.667 inA4)] = 0.898 In If Dmax= L/180 Based on L/180 Deflection Ctiteria and Dss= S*W*L A 3/(384*E*Ib) L/180= 5*W*L "3*Rd/(384*E*Ib*# of beams) solving for W yields, W= 384*E*l*2/(180*5*L "2*Rd) = 384*1.667 in"4*2/[180*5*(96 in)A2*0.898) = 5,071 lb/pair allowable load based on deflection limits Project#: 22-0519-13 T 4.000 in 1.625 In _J_ l 0.0591n l:=:=z::,/...,_ 11111111111111111 11111111111111111111111111111 ·f:: :ill:;::::========:::::::;;E'= ---------------~~ I I I I I I : : : : : : Beal'l'l length - r, .. Allowable Deflection= L/180 = 0.533 in Deflection at imposed Load= 0.344 In .. r, Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,966 lb/pair Imposed Product Load= 3,200 lb/pair Beam Stress= 0. Beam at Level 1 SY. 2.- .Structural Engine8ring & Design Inc. 1815 Wright Ave La Verne CA 91750 Iel· 909 596 1351 fax· 909 596 7186 By: Bob S Project: Scientific Plastic Prod Project#: 22-0519-13 3 Pin Beam to Column Connection TYPE AA SELECTIVE RACK I he beam end moments shown herein show the result of the maximum Induced fixed end monents form seismic + static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mselsmic + Mend•fixity)*0.70*Rho = 7,940 in-lb Load at level 1 Connector Type= 3 Pin Shear capacity ot Pin Pin Diam= 0.44 In Ashear= (0.438 in)"2 * Pi/4 = 0.1507 in"2 Pshear= 0 .4 * Fy * Ash ear = 0.4 * 55000 psi* 0.1507in"2 = 3,315 lb Bearing Capadty of Pin teal= 0.070 in Omega= 2.22 Fy= 55,0UO psi Fu= 65,000 psi a= 2.22 Pbearlng= alpha "' Fu * diam * teal/Omega = 2.22 * 65000 psi * 0.438 in " 0.07 in/2.22 = 1,993 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in C= Pl+P2+P3 tclip= 0.18 in = Pl +Pl *(2.5"/4.S")+Pl *(0.5"/4.5") = 1.667 * Pl Mcap= Scllp * Fbending = 0.127 in"3 * 0.66 * Fy = 4,610 in-lb Pcllp= Mcap/(1.667 * d) C*d= Mcap = 1.667 = 4610.1 in-lb/(1.667 * 0.5 in) = 5,531 lb Thus, Pl= 1,993 lb Mconn-allow= [Pl *4.5"+Pl *(2.5"/4.5")*2.S"+Pl *(0.5"/4.5")*0.5"] = 1993 LB*[4.5"+(2.S"/4.5")*2.5"+ (D.5"/4.5")*0.5"] = 11,847 in-lb > Mconn max, OK type aa ~elect-Sc1ent1f1c. xis Page ~ of { L/ ----r 1" I }" Fy= 55,000 psi Scllp= 0.127 in"3 d= E/2 = 0.50 in rho= 1.0000 8/2 1/2022 Structural Engineering & Design Inc. 1815 Wrjght Ave La yerpe, CA 91750 Jet 909,596.1351 Fax: 909,596.7186 By: Bob S Project: Scle11llf1c Plastic Prod Project#: 22-0519-13 Transverse Brace Configuration: TYPE AA SELECTNE RACK Section Properties Diagonal Member= Mclx USl S Sgl 1.97x1.3Bx16ga(UB0) Horizontal Member= Mclx U515 Sgl 1.97x1.38xl 6ga(UB0) Area= 0.228 in"2 r min= 0.446 in Fy= 55,000 psi K= 1.0 nc= 1.92 Frame Dimensions Diagonal Member Bottom Panel Helghta:H= 78.0 in Frame Depth=D= 42.0 in Column Width=B= 2.7 in Vtran5'1erse= 874 lb Vb=Vtransv*O:l *rho= 874 lb * 0,7 * 1 = 612 lb Ldiag= [(D-8*2)"2 + (H-611)"2]"1/2 "'80.8 In Area= 0.228 inA2 r min= 0.446 In Fy= 55,000 psi K= 1.0 Oear Depth=D-8*2= 36.6 in X Brace= NO rho= 1.00 Vb (kl/r)= (k * Ldiag)/r min = ( 1 x 80.8 in /0.446 In ) = 181.2 in Fe= pl"2*E/(kl/r)"2 = 8,868 psi C max= V*(Ldlag/D) * 0.75 = 8831b axial load on dia onal brace member Since Fe<Fy/2, Pn= AREA*Fn = 0.228 in"2 * 8868 psi = 2,019 lb Pallow= Pn/Q = 2019 lb /1.92 = 1,052 lb Pn/Pallow= 0.84 Fn= Fe = 8,868 psi <= 1.0 OK Horizontal ,::b:-:::ra=c=e======================= Vb =Vtransv*0.7*rho= 612 lb (kl/r)= (k * Lhorlz)/r min c (1 x 42 In) /0.446 In = 94.2 in Since Fe>Fy/2, Fn=Fy*(l-fy/4fe) Fe= pi"2*E/(kl/r)"2 = 32,811 psi Pn = AREA*Fn Fy/2= 27,500 psi Pallow= Pn/Qc Typical P•net Connauralloo = 31,951 psi = 0.2281n"2*31951 psi = 7,275 lb = 7275 lb /1.92 = 3,789 lb Pn/Pallow= 0.16 <= 1,0 OK type.:., selecL 5c1ent1hc.KI:; Pa<3e /D of ( y T 1 8/21/?022 .Structural Engineering & Design Inc. 1815 Wright Aye La Verne. CA 91750 Iel· 909.596.1351 Fax· 909 596 7186 By: Bob S Project: Scientific Plastic Prod Single Row Frame Overturning Configuration: TYPE AA SELECTIVE RACK Loads Critical Load case(s): 1) RMI Sec 2,2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho Vtrans=V=E=Qe= 874 lb DEAD LOAD PER UPRIGHT=D= 150 lb PRODUCT LOAD PER UPRIGHT=P= 6,400 lb Papp=P*0.67= 4,288 lb Wst LC1=Wst1=(0.7424*D + 0.7424*Papp*1)= 3,294 lb Product Load Top Level, Ptop= 3,200 lb DL/Lvl= 75 lb Seismic Ovt based on E, E(Fi*hl)= 93,663 in-lb helqht;depth ratio= 3.8 In A) Fully Loaded Rack Load case 1: Movt= r(Fi*hl)*E*rho = 93,663 in-lb Sds= 0.7880 (0.9-0.2Sds)= 0.7424 (0 .9-0.2Sds)= 0.7424 B= 1.0000 rho= 1.0000 Frame Depth=Df= 42.0 In Htop-lvl=H= 160.0 in # Levels= 2 # Anchors/Base= 2 hp= 48.0 in h=H+hp/2= 184.0 in Mst= Wst1 * Df/2 = 3294 lb * 42 in/2 = 69 174 in-lb Project #: 22-0519-13 SIDE FLf'VATTnN T= (Movt-Mst)/Df = (93663 in-lb -69174 in-lb)/42 in = 583 lb Net Uplift per Column I Net Seismic Uplift= 583 lb B) Too Lt.ve, Loaded Only Load case "i: 0 Vl=Vtop= Cs* Ip * Ptop >= 350 lb for H/D >6.0 Movt= [Vl *h + V2 * H/2]*rho = 0.197 * 3200 lb = 118,358 In-lb = 630 1b T= (Movt-Mst)/Df Vleff= 630 lb Critical Level= 2 = (118358 in-lb -52228 ln-lb)/42 in V2=VoL = Cs*Ip*D Cs*Ip= 0.1970 = 1,575 lb Net Uplift per Column = 301b Mst= (0,7424*D + 0.7424*rtop*l) * 42 in/2 "" 52,228 in-lb I Net Seismic Uplift= 1 575 lb Anchor Check (2) 0.5" x 3.25" Embed Powers SD2 anchor(s) per base plate. Special inspection is required per ESR 2502. Fully Loaded: Top Level Loaded: Pullout capaclty=Tcap= 1,961 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 2,517 lb Phi= 1 (291 lb/1961 lb)"l + (218 lb/2517 lb)"l = (787 lb/1961 lb)"l + (157 lb/2517 lb)"l = type aa !;elect-Sc1ent1f1c.xls Pag.e /J of / l/ 0.24 0.46 Tcap*Phi= 1,961 lb Vcap*Phl= 2,517 lb <= 1.2 OK <= 1.2 OK 8/21/2022 -Structural Engineering & Design Inc. 1815 Wright Aye La Verne, CA 91750 Tel: 909.596 1351 Fax· 909.596 7186 By:, Bob S Project: Scientific Plastic Prod Project II: 22-0519-13 Base Plate Configuration: TYPE AA SELECTIVE RACK Section Baseplate= 8x5x0.375 Eff Width=W = 8.00 in p Mb Eff Depth=D = 5.00 In Column Width=b = 3.00 In Column Depth=dc = 2.69 in a= 3.00 ln Anchor c.c. =2*a=d = 6.00 In N=# Anchor/Base= 2 Fy = 36,000 psi I b 1-L L = 2.50 in Plate Thickness=t = 0.375 In -----w Dawnalsle Elevation Down Aisle Loads Load Case 5:: (1+0.105*Sds)D + 0.75*((1.4+0.145ds)*B*P + 0.75*{0.7*rho*E1<= 1.0, ASD Method COLUMN DL= 75 lb Axial=P= 1.08274 * 75 lb + 0.75 * (1.51032 * 0.7 * 3200 lb) COLUMN PL= 3,200 lb = 2,619 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0827 = 8000 in-lb * 0.75*0.7*rho 1.4+0,14Sds= 1.5103 = 4,200 in-lb B= 0.7000 Axial Load P = 2,619 lb Mbase=Mb = 4,200 in-tb Axial stress=fa = P/A = P/(D*W) = 65 psi Moment Stress=fb = M/S = 6*Mb/[(D*B"2] =· 78.8 psi Moment Stress=fbl = fb-fb2 = 29.5 psi M3 = (l/2)*fb2*L *(2/3)*L ,;: (1/3)*fb2*L "2 = 103 In-lb S-plate = (l )(t''2)/6 = 0.023 In" 3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.63 OK Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] = -94 7 lb No Tension Ml= wL"2/2= fa*L"2/2 = 205 ln-lb Moment Stress=fb2 = 2 * fb * l/W = 49.2 psi M2= fbl *L "2)/2 = 92 in-lb Mtotal = Ml+M2+M3 = 399 in-lb/in Fb = 0.75*Fy = 27,000 psi F'p= 0.7*F'c = 1,750 psi Tallow= 1,961 lb OK OK Cross Aisle Loads Of/k:;dloiJ</ras,,R/1/S,>t:2.J, Item 4:(UO,J/Sds)OL +{J+0,14SOS)PL'O,/S+tl'0.1S <• /,0,ASDMCl/'ood Check uplift load on Baseplate Effl Effe Pstatrc= 2,619 lb Movt*0.75*0.7*rho= 49,173 in-lb Frame Depth= 42.0 in Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. 'When the base plate connguratlon consists of two anchor bolts locatetl on either side P=Pstatic+Pseismic= 3,789 lb b =Column Depth'-2.69 in L =Base Plate Depth-Col Depth= 2.50 In fa = P/A = P/(D*W) =. 95 psi Sbase/in = (l)(t"2)/6 = 0.023 in"3/in fb/Fb = M/[(S-plate)(Fb)] C 0.47 :ypc aa ,;clcct-Sc1ent1f1c.xl~, OK Pselsmic= Movt/Frame Depth = 1,171 lb M= wL "2/2= fa*L "2/2 = 296 In-lb/in Fbase = 0.75*Fy = 27,000 psi f the column and a net uplift force exists, the minimum base plate thickness hall be determined based on a design be11dlng moment In the plate equal to the uplift force on one anchor times 1/2 the distance from e centerline of the anchor to the nearest edge of the rack column" l~~t_, TaJ,~1"1 fl~~, =b===I =ri Elevation Uplift per Column= 1,574 lb Qty Anchor per BP= 2 Net Tension per anchor=Ta= 787 lb c= 2.50 In Mu=Moment on Baseplate due to uplift= Ta *c/2 fb Fb *0.75= 0.233 = 984 in-lb Splate= 0.117 in"3 OK 8/2 1/20?2 .Structural Engineering & Design Inc. 1815 Wrjqht Aye La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod Project#: 22-0519-13 Slab on Grade Configuration: TYPE AA SELECTIVE RACK y L SLAB ELEVATION a Baseglate Plan V~ Concrete f'c= 2,500 psi tslab=t= 5.0 in teff= 5.0 in phi=0= 0.6 Soil fsoll= 750 psf Movt= 115,994 In-lb Frame depth= 42.0 in Sds= 0.788 0.2*Sds= 0.158 Base Plate Eftec. Baseplate width=B= 8.00 in Effec. Baseplate Depth=D= 5.00 in width=a= 3.00 in depth=b= 2.69 in A.= 0.600 P=B/D= 1.600 F'C''0.5= SO.OD psi Column Loads DEAD LOAD=Dcc 75 lb per column unfactored ASD load PRODUCT I.OAD=P= 3,200 lb per column unfactored ASD load Papp= 2,144 lb per column P-seisrnicccE= (Movt/Frame depth) = 2,761 lb per column unfactored Limit State load B= 0.7000 rho= l.0000 Sds= 0.7880 1.2 + 0.2*Sds= 1.3576 0. 9 -0.20Sds= 0.7424 Puncture Apunct= [ ( c+t)+( e+t)]*2*t = 193.45 ln "2 Fpunctl= [(4/3 + 8/(3*11)] * 7,.. *(F"c"0.5) = 90. psi Fpunct2= 2.66 * 1'. * (F'c"0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+Pl+E= 6,051 lb Asoil= (Pse*144)/(fsoll) = 1,162 in" 2 X= (L-y)/2 = 9.7 in Fb= S*(phi)*(f'c)"0.5 = 150. psi type aa selecL-5c1ent,f1c.xb midway dist face of column to edge of plate=c= 5.50 in midway dist fac:e of column to edge of plate=e= 3.85 in Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI sEc2.2 EQTN 5 "' 1.3576 * 75 lb + 1.3576 * O. 7 * 3200 lb+ 1 * 2761 lb = 5,904 lb Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7 = 0.7424 * 75 lb + 0.7424 * O. 7 * 2144 lb+ 1 * 2761 lb = 3,931 lb Load Case 3) 1.2*D + 1.4*P = 1.2*75 lb + 1.4*3200 lb = 4,570 lb load Case 4) 1.2*D + 1.0*P + 1.0E = 6,051 lb Effective Column Load=Pu= 6,051 lb per column L= (Asoll)"0.5 = 34.09 In M= w*x"2/2 = (fsoil*x" 2)/( 144*2) = 247 .3 in-lb fv/Fv= Pu/(Apunct*Fpunct) 0.392 < 1 OK y= (c*e)"0.5 + 2*t = 14.6 in 5-slab= 1 *teff" 2/6 = 4.17 in"3 • fb/Fb= M/(S-slab*Fb) 0.396 < 1, OK RMI SEC 2.2 EQTN 1,2 AC! 318·14 Sec5.3.! Eqtn 5.3.le 8121/2022 .Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Scientific Plastic Prod Project#: 22-0519-13 Configuration & Summary: TYPE AT SELECTIVE RACK ------- T 80" 192' + 80" I T 78" + 192" 64" 32" ~L .,-.*RACK COLUMN REACTIONS ASDLOADS AXTAL DL= 75 lb AXIAL LL= 2,600 lb SEISMIC AXIAL Ps=+/-1,962 lb BASE MOMENT= 81000 in-lb ,.f'--r--144"~ ,f-42" -f Seismic Criteria # Bm Lvls Ss=0.985, Fa= 1.2 2 Component Column Fy=55 ksi Column & Backer None Beam Fy=SS ksl Beam Connector Fy=55 ksl Brace-Horizontal Fy=SS ksi Brace-Diagonal Fy=SS ksi Base Plate Fy=36 ksi Anchor 2 per Base Slab & Soll Level I Load** Per Level Beam Spcg 2 3,600 lb 80.0 in ** Load defined as product weight per pair of beams type at select-Sc1«nt,fic.xb Frame Depth Frame Height # Diagonals Beam Length Frame Type 42 in 192.0 in 3 144 in Single Row Description STRESS Mecalux 314 3.0"x2.69"x0.070" P=2675 lb, M=8454 in-lb 0.69-OK None None N/A lntlk SOE 5Hx2.75Wx0.059"Thk Lu,,,144 in I Capacity: 3885 lb/pr 0.93-OK Lvl 2: 4 pin OK I Mconn=4142 In-lb I Mcap=21156 In-lb 0.2-OK Mclx U515 Sgl 1.97x1.38x16ga(U80) 0.13-OK Mclx U515 Sgl 1.97xl.38x16ga(UB0) 0.69-OK BxSx0.375 I Fixity= 8000 in-lb 0.57-OK 0.5'' x 3.25" Embed Powers 502 ESR 2502 Inspection Reqd (Net Seismic Uplift= 1770 lb) 0.433-OK 5" thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure Brace 6'1.0 In 78.0 In Total: I Story Force I Story Force Transv Long it. 582 lb 352 lb 716 lb 433 lb Page ty of tj Column I Column I Conn. Axial Moment Moment 1,838 lb 7,038 "# 4,142 "# 0.38-OK Beam Connector 4 pin OK 8/2 )/2022 S'tructural Engineering & Design Inc. 1815 Wright Ave., La Verne, CA 91750 Tel: 909.596.1361 Fax: 909.593.8561 APPENDIX ~ ~~ ~ l...e. a11• Bobs. Proiegt· SCIENTIFIC PLASTIC PRODUCTS Report of Field Inspection For Proiect #: 22-0817-4 SCIENTIFIC PLASTIC PRon·ucTS 2091 Rutherford Rd Carlsbad, CA 92008 Inspection Date: 08-19-2022 Performed By Structural Engineering & Design, Inc. Bobs. Praiect· SCIENTIFIC PLASTIC PRODUCTS Project#: 22-0817-4 Scope The purpose of this report is to summarize the findings of the field inspection at the Scientific Plastic Products facility in CarJsbad, California. The inspection was conducted by Mr. Bob Sharifi (heretofore reforrcd to as "engineer") of Structural Engineering & Design along with approval from the building liaison, John Martinez of Warehouse Permits. (heretofore referred to as "customer"). The field inspection was requested by the City/customer to address the adequacy and existing condition of the slab on grade. The scope of the system in question includes the observation of the slab on grade at the facility. The slab on grade must be in good condition without evidence of major cracking and separation both throughout the slab sections and at control and constmction joints. If cracks are present remediation efforts must he made to repair the slab to a good condition. This can be done by approved contactors that are experienced in the repair of slab on grades and all damage must be done to fill holes permanently and be flush with finished floor elevation. WAREHOUSE: The following illustrations show the condition of the slab in the warehouse. Note that the slab is in good condition with no evidence of major damage. SCIENTIFIC PLASTIC PRODUCTS " ~·~,~(-~ ~ .. • J.' . Pu' Bobs. Prolec1' SCIENTIFIC PLASTIC PRODUCTS Project#: 22-0817-4 CONCLUSION: Upon completion of our site visit to the Scientific Plastic Products facility and review of the pictures taken we found that the slab on grade is in adequate condition for the imposed racking loads. It is important to state that anchors must be installed a minimum of 3.5 " if any existing cracks or cuts in the slab unless remediation efforts are made to repair these areas. 8/21/22, 12:35 PM U.S. Seismic Design Maps ,. 0Al1POf'lNIA 2091 Rutherford Rd, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1327637, -117.2854304 Henry Schein~ Orthodontics T 4~!, ft ol? T Carlsmed, In c 4ve ft Medtronicf ' OSHPD Carlsbad Commerce Center q Callaway Golf f Ful l Swing Golf T Go ·gle Aqualung Group f GKN Additive 0 Forecast 1vl~p data ©2022 : Date • Design Code Reference Document : Risk Catego~ 'Site Class :Type Value Ss 0.985 : S1 0.359 ! SMs 1.182 ' i SM1 nu Ii -See Section 11 .4 .8 . Sos 0,788 So1 null -See Section 11.4.8 Type Value ; soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.43 Fp9A 1.2 'PGAM 0.516 TL 8 SsRT 0.985 SsU H 1.095 SsD 1.5 S1RT 0.359 S1UH 0.395 • 810 0.6 PGAd 0,5 PGAuH 0.43 CRs 0,9 https://www.seismicmaps.org Description 8/21/2022, 12:35:05 PM ASCE?-16 Ill D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value al 0.2 second SA Numeric seismic design value at 1,0 second SA Seismic design category Site ampllficat,on factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Sile amplification factor al PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted g,round motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored unifom1-hazard (2% probability of exceedance In 50 years) spectral acceleration. Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient al short periods 1/3