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Home My WebLink About1923 CALLE BARCELONA; 144; CB162612; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 07-20-2016 Commercial/Industrial Permit Permit No: CB162612 Building Inspection Request Line (760) 602-2725 Job Address: 1923 CALLE BARCELONA CBADSt: 144 Permit Type: Tl Sub Type: INDUST Status: ISSUED Applied: 07/07/2016 Entered By: SLE Parcel No: 2550120400 Lot#: 0 Valuation: $3,000.00 Construction Type: NEW Occupancy Group: Reference# Project Title: IVIWA: STORAGE RACKS Applicant: MENEMSHA DEVELOPMENT GROUP 20521 EARL ST TORRANCE CA 90503 310-263-3538 Building Permit Add'l Building Permit Fee Plan Check Add'l Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review $52.50 $0.00 $36.75 $0.00 $0.00 $1.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1.00 $0.00 Total Fees: $91.25 Total Payments To Date: Owner: Plan Approved: 07/20/2016 Issued: 07/20/2016 Inspect Area Plan Check #: T-C FORUM AT CARLSBAD L L C C/0 TIAA-CREF 4675 MACARTHUR CT #11 00 NEWPORT BEACH CA 92660 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF (3105540) PFF (4305540) License Tax (31 04193) License Tax (4304193) Traffic Impact Fee (31 05541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $91.25 Balance Due: Clearance: $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 ?? ?? $91.25 $0.00 I\OTICE: Rease tta wM ci yru-pqect irdt..des tre "l~ai' ci fees, deda:iiCl"lS, reservctiCl"lS, a cttu exa:ticns hereafter rolectively ra'erred to as '1ees'exa:ticns." Yoo have 00 days fro11the date tHs pemit \1\EiS issued to paest irrp::sitloo ci trese fees'exaiicns. If }OJ prtest tf-ern, }OJ rrust fdlo.vtre pctest r:m;:ai.res set forth in <?oJemnrt Cede Sectioo OOJ20(a), em file tre prtest em cny cttu req.jred irtam:iioo wth tre Oty ~fa" p1XllSSirg in ~ Wth Ca1sta:J Mrid~ Cede Sectioo 3.32.CID. Faih.re to tirrefy fdiONtlict jTOOrlre Wll ta" cny ~ lega octioo to~ rfNiw, set aside, \tid, a ani thlir irrp::siticn THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0PLANNING 0ENGINEERING 0BUILDING OFIRE C_cityof Carlsbad ADDRESS CITY PHONE EMAIL STATE FAX Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov GARAGE (SF) PATIOS (SF) EMAIL CONTRACTOR BUS. NAME ZIP STATE LIC. # Plan Check No. Est. Value Plan Ck. Deposit Date\-1-\ OHEALTH OHAZMATIAPCD - SWPPP CITY BUS. LIC.# OCC.GROUP FIRE SPRINKLERS YEsONoO 1'2 )Cf-:J9J> (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct. alter, improve, demolish or repair an~ structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 511 have and will maintain workers' compensation, as regui by Secti~n ~f the Labor Code, for the performance of the work fo_::hich this permit is issued._A1y ~}kers' compensation insurance carrier and policy numberare:lnsuranceCo. ( A-0 PolicyNo.Dt'JVG Of.>¥2..7'7.-(S/~irationDate Lft,-ZDI 7 This section need not be completed if the permit is for one hundred dollars ($1 00) or less. 0 Certificate of Exemption: I certify that in the performance of the work for which this penni! is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of Section 3706 of the Labor code, interest and attorney's fees. /' .N$ CONTRACTOR SIGNATURE ~GENT I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason: D D 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 bu~d or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s)licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and matertals for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a bu~ding permit for the proposed work. 3. I have contracted with the following person (finn) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): .N$ PROPERTY OWNER SIGNATURE 0AGENT DATE a;;~pp!lS/"''7; ~ ~~ ' ~ = = ~ ~~ '/"I' b M P I. t: T E T H I S S t: C T I 0 N F 0 R N 0 N -R E S I D E N T I A L B U I L D I N G P a: R M I T S 0 N L Y WJJi!~'.Slt" " = Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 Yes 0 No Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Lender's Name I certify that I have read the application and state that the above infonnation is conect and that the infonnation on the plans is accurate. I agree to complyv.ith all Cey ordinances and State ~awl relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA perm~ is required for excavations over 5'0' deep and demolttion or construction of structures over 3 stories in height. EXPIRATION: Every permit provisions of this Code shall expire by limttation and become null and void if the wilding or v.ork authorized by such permit is not commenced v.ithin 180days from the date of such by such permtt is suspended or abandoned at any time after the v.orkis commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). J/5 APPLICANT'S DATE 1 ~ 7 .,.,-/ • STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. Fax (760) 602.S560, Email building@carlsbadca.gov or Mail the completed fonm to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. (Office Use Only) CA DELIVERY OPTlONS PICK UP: o CONTACT (Listed above) o OCCUPANT (Listed above) o CONTRACTOR (On Pg. 1) MAIL TO: o CONTACT (Listed above) o OCCUPANT (Listed above) o ASSOCIATED CB#•------------ o CONTRACTOR (On Pg. 1) o NO CHANGE IN USE/ NO CONSTRUCTION MAIL/ FAX TO OTHER:-----------------o CHANGE OF USE / NO CONSTRUCTION A! APPLICANT'S SIGNATURE DATE PERMIT INSPECTION HISTORY REPORT (CB162612) BLDG-Commercial 07/07/2016Application Date:Permit Type:Owner: Subdivision:Tenant Improvement 07/20/2016Work Class:Issue Date: 1923 Calle Barcelona , 144 Carlsbad, CA Address:Issued - Active 01/17/2017Expiration Date:Status: IVR Number: 715635 Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection CompleteActual Start Date 12/14/2016 BLDG-Final Inspection 005664-2016 Passed Paul York Complete COMMENTS PassedChecklist Item BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes December 16, 2016 Page 1 of 1 CB162612 1923 CALLE BARCELONA <~ ~ CITY Of 144 IVIVVA: STORAGE RACKS CARLSBAD INSPECTION RECORD Building Division li:IINSPEcnON RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB Tl INDUST Lot#: MENEMSI;IA DEVELOPMENT GROUP li:l CALL BEFORE 3;30 pm FOR NEXT WORK DAY INSPEcnON li:l FOR BUILDING INSPECnON CALL: 760-602-2725 OR GO TO: www.Carlshaclca.qoVIBuildinq AND CUCK ON "Request lns~on" DATE: ·7 • 2.c:> -~~ cooc" BUILDING 111 FOUNDATION 119 FINAL CODE" PLUMBING CODE" STORM WATER #600 PRE-CONSlRUCDON ME£TJNG RECORD COPY Type of Inspection CoDe:" ELECTRICAL 131 0 ELECIRIC UNDERGROUND 0 UFER CODE " MECHANICAL CoDe" COMBO INSPECTION EsGil Corporation In Cl'artnersliip witli qo11ernment for (}JuiUino Safety DATE: 7/15/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-2612 SET: I l:l APPLICANT ~s. l:l PLAN REVIEWER l:l FILE PROJECT ADDRESS: 1923 Calle Barcelona # 144 PROJECT NAME: Pipp Mobile Racks System for Ivivva # 11134 D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacte~ ,_() Telephone #: Date contacted: (rJY(J ~) Email: Mail Telephone Fax In Person / fl (/v'9- REMARKS: 1. Fire Department approval is required. 2~City to f.ield verify that the path of travel from the handicapped parking space to the rack area an the bathroom serving the rack area comply with all the current disabled access requirements. By: David Yao Enclosures: ~CN'l. EsGil Corporation D GA D EJ D MB D PC 7/8 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 16-2612 . 7/15/2016 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-2612 PREPARED BY: David Yao DATE: 7/15/2016 BUILDING ADDRESS: 1923 Calle Barcelona # 144 BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier rack Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance ~ Plan Check Fee by Ordinance •I Type of Review: 0 Complete Review 0 Repetitive Fee 3Repeats Comments: 0 Other O Hourly EsGil fee Reg. VALUE Mod. per city 0 Structural Only 1-------~JH'. @ • ($) 3,000 3,000 $52.501 $34.131 $29.401 Sheet 1 of 1 macvalue.doc + «~~" ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.2ov DATE: 7/1/2016 PROJECT NAME: INTERIOR STORAGE RACKS PROJECT ID: PLAN CHECK NO: CB162612 SET#: 1 ADDRESS: 1923 CALLE BARCELONA STE 144 APN: 1:8] This plan check review is complete and has been APPROVED by the PLANNING Division. By: VERONICA MORONES A Final Inspection by the PLANNING Division is required DYes ~No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: rverman@menemshasolutions.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: D Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Giassen@carlsbadca.gov Gregory.R)'an@carlsbadca.gov D Gina Ruiz D VaiRay Marshall D Cindy Wong 760-602-4675 760-602-2741 760-602-4662 Gina.Ruiz@carlsbadca.gov VaiRay.Marshall@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ Veronica Morones D Linda Ontiveros D Dominic Fieri 760-602-4619 760-602-2773 760-602-4664 Veronica.Morones@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: STORAGE RACKS FOR INTERIOR OF RETAIL SPACE. ~~ECLIPSE ENGINEERING Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO #18499 SO #38240 lviwa #11134 The Forum Carlsbad 1923 Calle Barcelona #144 Carlsbad, California 92009 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, Ml 49544 ECLIPSE-ENGINEERING.COM JUN 2 2 2016 Please note: The calculations contained within justify ~· · · · 144 and mobile base supports, and the connection to the 1 1923 CALLE BARCELONA forces as required by the 2013 California Building Cod general public. 2550120400 Tl 07-07-2016 MISSOULA COLUMBIA FALLS CB162612 1l3 West Mail. Slil8 B. r.tsscUa. MT 581102 728 Nucleus Ave, Slilll D. Coklllllla Fals. MT 59912 PID1e: (408) 721-6133 • Fax: (G) 121.-Phone: (G) 892-2301• Fax: 4Q6.692.2368 . . -------,-.._, .. _..,,.,., ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC-2208 & ASCE 7-10 -13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner-Shelving Dimensions: Are Shelving Units set as Si~le Depth (1) or Back to Back (2)? Nu := 1 8-SHLEf UNITS plf := lb·ft-1 T<Xal Height of Shelving Unit- Width of Shelving Untt- Depth of Shelving Unit- Number of Shelves- Vertical Shelf Spacing- ht := 9.00-ft w := 4.00-ft d := Nu·{2.50-ft) = 2.5ft N := 8 S := 15.43-in -2 psf := lb·ft pcf := lb·ft-3 kips:= 1000-lb ksi := kips-in-2 Shelving Loads -Maximum Live Load on each shelf is 100 lbs: Weight per shelf- Load in psf- Design Live Load on Shelf- Dead Load on SheK- Wti := Nu·(100·Ib) = 1001b wti LLi :=-= 10-psf W·d LL := LLi = 10-psf DL := 2.50-psf Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elastictty of Steel- Physical Dimensions of L Post: L Post Width -out-to-out- Radius at Corners - L Post Width -End -to -IF - b1c := b1-t = 1.425-in Radius of Gyration in x and y- Section Modulus in x and y- Moment of Inertia in x andy- Ful S Reduced Cross Sectional Area's- Length of Unbraced Post- Effective Length Factor - Weight of Post - T<Xal Vertical Load on Post- E := 29000-ksi Density of Steel- b1 := 1.500-in Rc := 0.188-in rx := 0.5390-in Sx := 0.0396·in3 lx := 0.0406-in 4 Ap1 := 0.225·in2 Steel Yield Stress-Fy := 33-ksi psteel := 490 · pcf L Post Depth -out-to-out -d1 := 1.500-in Post Thickness (14 Gauge)-t := 0.0750-in L Post Depth-End-to -IF- d1c := d1-t = 1.425-in ry := 0.5390-in Sy := 0.0396· in3 ly := 0.0406-in 4 Apr:= 0.138·in2 Lx := S = 15.43-in Kx := 1.7 Ly := S = 15.43-in Ky := 1.7 L1 := S = 15.43-in K1 := 1.7 Vertical DL on Post- Pp := Pd + P1 = 256.891b Vertical LL on Post- PI:= LL·W·d·N = 2001b 4·Nu ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: We:= 40·1b Total Load on Each Unit: W := NuA·Pp +We= 1067.561b Area of Each She~ Unit: Au := w. ( d + 3in) = 11 tt2 Floor Load under She~: NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load -ASCE-7 seismic Design Procedure: Building's Risk Category-BRC := 2 Importance Factor- Determine Ss and S1 from maps-.S8 := 1.088 Determine the Site Class-sse:= "D" Determine Fa and Fv -Fa= 1.065 Fv = 1.580 Determine S0s and S01 _ Seismic Deisgn Category-SOC= "D" Structural System-Section ASCE-7 Sections 13.3.1 & 15.5.3.4.: 4. Steel Storage Racks Total Vertical DL Load on Shelf- R := 4.0 Rp := R no:= 2 aP := 2.5 Total Vertical LL Load on Shelf- cd := 3.5 lp := 1.0 W1 := LL·w·d = 1001b Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 15.5.3.4: Average Roof Height- Seismic Base Shear Factor- Shear Factor Boundaries- Seismic Coefficient- Overstrength Factor- hr := 20.0·ft Height of Rack Attachment- 0 4 ·a · S0s ( z \ . p ·1+2·-1=0.193 ~ hr) lp z := O·ft (0-0" For Ground floor) Vtmin := 0.3·Sos·lp = 0.232 Vtmax := 1.6·Sos·lp = 1.236 0:= 2.0 NOTE: By ASCE 7-10 Section 13.3.1, 0 does not apply for vertically cantilevered architectural systems. 2 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Seismic Loads Continued : ASD LBED For ASD, Shear may be red~.~:ed Seismic DL Base Shear - vP := o.7-v1 = 0.162 Vpc!> := V1 = 0.232 DL Force per SheK: V1d := Vp-Wd·N = 36.911b Fd := Vp-Wd = 4.611b Vtdc!> := Vpc!>·Wd·N = 52.731b Fdc!> := Vpcj>"Wd = 6.591b Seismic LL Base Shear- LL Force per SheK : V11 := Vp·W1-N = 129.751b F1 := Vp-WI = 16.221b Vtlc!> := Vpcj>·W1·N = 185.361b Fie!>:= Vpcj>·W1 = 23.171b 0.67 • LL Force per Shelf: F1.s1 := 0.67-Vp-WI = 10.871b Fl.67c!> := 0.67-Vpc!>·WI = 15.521b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one ofTwo Loading Conditions-Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves- H1 := O.O·S + l.O·S + 2.0·S + 3.0·S + 4.0·S + 5.0-S + 6.0·S + 7.0·S H := H1 + H2 = 36.00ft Total Moment at Shelf Base-Mt := H·Wd + H·0.67·WI = 3436.35ft·lb Total Base Shear-Vlc!> := Vtdc!> + 0.67 · V11c!> = 176. 921b Vertical Distribution Factors for Each SheK- Wd·O.O·S + WI·0.67·0.0·S C1 := = o.ooo Mt Wd·l.O·S + Wr0.67-1.0·S C2 := = o.036 Mt F1 := cl"(vl) = o.oo F1c!> := cl"(vlc!>) = o.oo F2 := c2"{v1) = 4.421b F2c!> := c2"{v1c!>) = 6.321b Wd·2.0·S + Wr0.67·2.0·S c3 := = o.071 M, Wd·3.0·S + WI·0.67·3.0·S C4 := = 0.107 M, F3 := C3·(V1) = 8.851b F3c!> := C3·(Vlc!>) = 12.641b F4 := c4"{v1) = 13.271b F4c!> := c4"{v1c!>) = 18.961b Wd-4.0-S + WI·0.67-4.0·S c& := = 0.143 Mt Wd·5.0·S + Wr0.67·5.0·S C6 := = 0.179 Mt F5 := c&"{v1) = 17.691b F5c!> := c&"{v1c!>) = 25.271b F6 := C6·(V1) = 22.111b F6c!> := C6·(V1c!>) = 31.591b Wd·6.0·S + WI·0.67·6.0·S C1 := = 0.214 Mt Wd·7.0·S + WI·0.67·7.0·S C8 := = 0.250 Mt F7 := Cr{V1) = 26.541b F7c!> := C7·(V1c!>) = 37.911b F8 := C8 ·(V1) = 30.961b F8c!> := C8·(V1c!>) = 44.231b Coefficients Should total1.0 3 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Force Distribution Continued : Condition #2: Top She~ Only Loaded to 100% of Live Weight Tdal Moment at Base of She~-Mta := H·Wd + (N -l)·S·WI = 1924ft·lb Tdal Base Shear- F1a := C1a · (v2) = 0 11 Condition #1 Controls for Total Base Shear By Inspection, Force Distrilxltion for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center d rack is the worst case for this shelving rack system. Column Design in Short Direction : Allowable Bending Stress-Fb := 0.6·Fy = 19.8-ksi Ratio of Allowable I Ultimate Stress- Bending Stress on Column- Bending at the Base of Each Column is Adequate Coefficients Should total1.0 Ms fbx := - = 6.03-ksi Sx MUST BE LESS THAN 1.0 4 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations. Ve:..a := Ve:,.2 -Fa= 1111b Ve:..la := V2-F1a = 531b Ve:..2a := Ve:..1a-F2a = 521b Ve:..aa := Ve:..2a-Faa= 501b 1 max(v A1 , v Ala)-s3 _ s Dol:= -'-' '-' = 8.0501 X 10 - = 1916.74 Nu-4 12·E·Ix D-1 D-a := 0.05-ht = 5.4-in Dot:= D-1 + D-2 + D.a + D-4 + D-5 + D.s + D-7 + D-8 = 0.0403-in i if( D-t <.A8 , ~'Deflection i$ Adequate" , ''No ;~1'} ··~0~l)Metit,19if1s ~d~~~te,; ~ "", "' "/: '" ,c ".''' ',. > ' • , : >'-·~-i' ,_. ,· ;. '" ', ' '' t :w --~<··~-.,..:--¥ • Note: The deflection shall not exceed 5%Ht, so shelving deflection is adequate. Moment at Rivet Connection: Shearon each rivet- Steel Stress on Rivet- dr := 0.25-in Vr fv := - = 3.24·ksi Ar 2 Ms Vr := --= 159.241b 1.5·in dr ·TI 2 Ar := --= 0.0491· in 4 Ultimate Stress on Rivet . {SAE C1006 Steel)-Fur:= 47·9kSI Omega Factor (ASD)-Or:= 2.0 Allowable Stress F ·-0.4·Fur _ 9 58·k. on Rivet -vr .-O -· Sl r Ratio of Allowable I Ultimate Stress-MUST BE LESS THAN 1.0 RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves: Seismic Vertical Component: Ev := 0.2·S05·(DL + LL) ·W·d = 19.311b Vertical Dead Load ci Shelt. D := (DL + LL) ·W·d = 125.001b Note: since the she~ LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on She~: Fu := Ev-0.6·D Fu = -55.691b Note: This uplift load is for the full shelf. Each shelf 'Nill be connected at each comer. Number of Shelf Connections: Uplift Force per Comer: Fuc = -13.921b NOTE: Since the uplift force is negative, a mechanical connection is not required. I 5 :-:~ EC Ll PSE IVIWA #11134 ENGINEERING CARLSBAD,CA Find Allowable Axial Load for Column · Allowable 81J)kling Stresses- Distance from Shear Center to CL of Web via X-axis Distance From CL Web to Centroid- Distance From Shear Center to Centroid - Polar Radius ofGyration- Torsion Constant- Warping Constant- Shear Modulus- Elastic Flexural Buckling Stress- Allowable Compressive Stress- Factor of Safety for Axial Comp. - Xc := 0.649-in-0.5-t . [ Fy ( Fy l l F0 := If Fe >-, Fy" 1--, FJ 2 4·Fe) J 6/20/2016 Rolf Armstrong, PE CTex = 120.85-ksi ec = 1.9043-in Xc = 0.6115-in Xo = 2.5158-in r0 = 2.6287-in J = 0.00063·in4 Cw = 0.0339·in6 G := 11300-ksi cr1 = 22.2863-ksi f3 = 0.0841 Fet = 19.029-ksi Fe= 19.029-ksi F0 = 18.6929-ksi 6 ~·~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange- Flange Plate Buckling Coefficient- Flange Slenderness Factor- Effective Flange Width- Determine Effective Width of Web: Flat width of Web- Web Plate Buckling Coefficient- Web Slenderness Factor- Effective Web Width - Effective Column Area- Nominal Column Capacity- Allowable Column Capacity- Check Combined Stresses- MagnWication Factor- Combined Stress: Wt := bl -O.S·t kw := 0.43 A,= 1~2 ~· H Pw := (1 -0.22 \__!_ Aw ) Aw Pn := Ae·Fn Pn Pa := -no 2 71' · E ·lx Perx:= -- (Kx·Lx)2 Per:= Perx w1 = 1.4625·in kt := 0.43 A.t = 0.7942 Pt = 0.9103 be= 1.3313·in Ww = 1.42S·in Aw = 0.7739 Pw = 0.9248 he= 1.3179·in Ae = 0.1987·in2 Pn = 37141b Pa = 19341b Perx = 16888.621b Per= 16888.621b em:= 0.85 MUST BE LESS THAN 1.0 Final Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: P P is the total vertical load on post, not 67% live load, so the design is conservative 7 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN -cont'd Find Overturning Forces : Total Height of Shelving Unit- Depth of Shelving Unit- Number of Shelves- Height to Top Shelf Center ofG- ht =9ft d = 2.5ft N=8 htop := h1 =9ft Width of Shelving Untt- WORST CASE Vertical Shelf Spacing- Height to Shelf Center ofG- w =4ft S = 15.43-in he:= (N + 1) ·S = 5.7862ft 2 From Vertical Distribution of Seismic Force previously calculated-Controllirg Load Cases: ASD Moments-Mb := F8·7.0·S LRFD Ma<!> := F1<1>·0.0·S + F2<1>·l.O·S + F3<!>·2.0·S + F4<!>·3.0·S + F5<!>-4.0·S + F6<!>·5.0·S + F7<!>·6.0·S Moments-Mb<!> := F8<!>·7.0·S For Screws-ASD Weight of Rack and 67% d LL- W1 := N·(0.6-0.14·Sos)·(Wd + 0.67-Wt) = 375.581b Overturning Rack and 67'l/o of LL - Seismic Rack and 67% of LL Tension S Shear - M1 := Ma + Mb = 796.20ft·lb Weight of Rack and 100% Top SheW- W2 := (0.6-0.14·Sos)·(Wd·N + Wt) = 161.121b Overturning Rack and 100% Top Shelf- Seismic Rack and 100% of LL Tension S Shear- Force on Column Screws S Anchors: For Anchors-LRFD W1<1> := N-(0.9-0.2·Sos)·(Wd + 0.67-Wt) = 569.261b Tens ion Single -Tsmax := max(T 1, T2, O·lb) = 65.35lb Tsmax<j> := max(T 1<!>, T 2<!>, O·lb) = 85.171b Shear SingJe-( v1 V2) V5max := max 4, 4) = 30.961b ( v1<!> v2<!> 1 Vsmax<j> := max 4 , 4) = 44.231b Tension Double-T dmax := 2 · T smax = 130.691b T dmax<j> := 2 · T smax<!> == 170 lb Shear Double -Vdmax := 2·Vsmax = 61.921b Vdmax<j> := 2·Vsmax<j> = 88.46lb 8 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A1018 PLATE STEEL Tension (Uplift) Force at Corner: Ttickness of Angle: Width of Angle Leg: Distance out to Tension Force: Design Moment on Angle: Allowable Bending Stress: Ultimate Tensile Strength of Clip: Effective Net Area of the Clip: T := SO·Ib Yield Stress of Angle Steel: ta := 0.075·in 14 ga Foot Plate ba := 1.25·in Length of Angle Section: L := 0.75·in Section Modulus of Angle Leg: M := T·L = 3.125ft·lb Bending Stress on Angle: Fb := 0.90·Fyp = 32.4·ksi Ratio of Allowable Loads: Fup := 65·ksi Gross Area of the Oip: Aae :=Age-[ta .(0.375·in)] = 0.0656·in2 Fyp := 36·ksi La:= 1.375·in 2 ba ·ta 3 Sa:=--= 0.0012·in 6 fb := ~ = 32·ksi Sa fb -=0.988 MUST BE LESS THAN 1.00 Fb Age:= ba·ta = 0.0938·in2 Limiting Tensile Strength of Clip: Temaxct> := min[(0.90·Fyp·Age), (0.75·Fup·Aae)] = 3037.51b lif(T ;>'t: ·· / · ''Chetb"~i~,ti r~'Nij'~~d•~\ :;;,;,;~; .. omaxcj>, smax<jl•·. ·· .. "''"""t·;•'~~.~~<c .. d.·'··'~L., t -' ' ~--' ' -~---·· ',>(-.,., ':' ' " ,-: .. , ' 4 -_-' ' ' '"' -~4'' 4'-0;' '• '• • 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS -AISI E.4.3.1 Omega forBearing(ASD)-0 8 := 3.00 Specified Tensile Stress of Clip 6 Post, Respectively-Fu1 := Slksi Diameter of Screw-d88 := 0.25in 14 GA Clip Thickness -ts1 := 0.075in 14 GA Post Thickness-t82 := 0.075in Nominal Bearing Strength- Single Screw-ASD {AISI C-E4.3-3) Pns := min 2.7·Ful·dss·tsl II= 22001b [[ 4.2·Fu2.J dss·ts? \\ Allowable Bearing Strength- 2.7·Fu2·dss·ts2 )) Pns Pas:=-= 733.31b ns nu := 2.35 Fu2 := Slksi Double Screw-ASD Pnd := 2·Pns = 44001b Pnd Pad:=-= 1466.51b ns 9 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"~ SCREW IN 14 GA STEEL): Allowable Tensions, Pullout- Allowable Tensions, Pullover- Allowable Shear- Note: Values obtained from 'Scafco' labels using an 0 = 3.00 Single Screw-ASD T sst := 2271b T ssv := 6561b Vss := 6001b Double Screw-ASD Tsdt := 2·Tsst = 4541b Tsdv := 2·Tssv = 13121b Vsd := 2·Vss = 12001b The allowable shear values for (1) 1/4" dia. screw exceeds the allowable bearing strength of the connection. Therefore, bearing strength governs for screw connection capactty. Ref Attached 'Scafco' Table for V 6 T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILT! KB-TZ): Allowable Tension Force- Allowable Shear Force- Single Anchor-LRFD Tas := 1051-lb Vas:= 1466-lb Double Anchor-LRFD Tad:= 1993-lb Vad := 1938-lb Ref Attached 'HIL Tl' PROF IS calcs for V 6 T Values DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Double Screw-ASD Allowable Tension Force-Tasl := min(Vss• Pas)= 6001b Tas2 := min(Vsd, Pad)= 12001b Allowable Shear Force-Vasl := T ssv = 6561b Vas2 := Tsdv = 13121b USE: HIL Tl KB-TZ ANCHOR (or equivalent)-3/8" x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use lJ4" dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent)-5 (.:=- 3 USE 3/8"(\l x 2" embed installed per the requirements of Hilti Wall Supported Combined Loading (Single Anchor)-< 1.00 OKAY Shear Loading (Single Anchor)- <1.00 OKAY Combined Loading (Single Screw)- Combined Loading (Double Anchor)- Combined Loading (Double Screw)- . 100 OKAY Tension Pullout < · (Single Screw) - Wall Supported < 1.00 OKAY Shear Loading (Double Anchor)- <1.00 OKAY Tension Pullout (Double Screw)- <1.00 OKAY <1.00 OKAY <1.00 OKAY 10 ~~eECLIPSE IVIWA #11134 ENGINEERING CARLSBAD,CA Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height-hr =20ft Height of Rack Attachments- (AtTop for fixed racks connected to walls) Seismic Base Shear Factor-V1 = 0.367 Shear Factor Boundaries-Vtmin := 0.3·Sos·lp = 0.232 Vtmax := 1.6·Sos·lp = 1.236 Seismic Coefficient- Number of Shelves- Total Weight on Rack- Seismic Force at top and bottom- Connection at Top: Standard Stud Spacing-Sstud := 16· in Number of Connection Points on each rack- Nc := max[2, (floor(~ 1/l = 3 Sstud) )J Capactty per inch of embedment into wood Nailer- For Steel Studs: Pullout Capacity for #10 Screw in 20 ga studs (per Scafco)- Connection at Bottom: Ratio of Allowable Loads for anchors into slab - lb W5 := 135·-:- ln T20 := 84-lb V1 := min( max(Vtmin, V1), Vtmax) = 0.367 Weight per Shelf- 0.7·VrWr Tv:=--- 2 Width of Rack- W1i = 1001b Wr = 763.561b Tv= 98.041b w =4ft Force on each connection point- Tv Fe:=-= 32.681b Nc Required Embedment Depth - Ratio of Allowable Loads for screws into walls - MUST BE <1.0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 6/20/2016 Rolf Armstrong, PE MUST BE <1.0 11 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC-2208 & ASCE 7-10 -13.3.1 & 15.5.3.4 Design Vertical Steel Posts at Each Corner-Shelving Dimensions: Are Shelving Units set as Si~le Depth (1) or Back to Back (2)? Nu := 1 4-SHLEF UNITS plf := lb·ft-1 Tlial Height of Shelving Unit- Width of Shelving Un~- Depth of Shelving Unit- Number of Shelves- Vertical Shelf Spacing- ht := 9.00·ft w := 3.00·ft d := Nu·(1.25·ft) = 1.25ft N := 4 S := 36.00·in psf := lb·ft -2 f -3 pc := lb·ft kips:= lOOO·Ib k . k' . -2 51:= IPS·In Shelving Loads -Maximum Live Load on each shelf is 100 lbs: Weight per shelf- Load in psf- Design Live Load on Shelf- Dead Load on SheW- Wti := Nu·(lOO·Ib) ~ lOOib Wti LLi :=-= 26.6667·psf W·d LL := LLi = 26.6667·psf DL := 2.50·psf Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel - Physical Dimensions of L Post: L Post Width -out-to-out- Radius at Corners - L Post Width -End -to -IF - b1c := b1-t = 1.425·in Radius of Gyration in x and y- Section Modulus in x andy- Moment of Inertia in x andy- F[jl6 Reduced Cross Sectional Area's- Length of Unbraced Post- Effective Length Factor - Weight of Post- Tltal Vertical Load on Post- E := 29000 · ksi Density of Steel- Rc := 0.188·in rx := 0.5390·in Sx := 0.0396·in3 lx := 0.0406· in 4 Ap1 := 0.225·in2 Steel Yield Stress - psteel := 490 · pcf L Post Depth -out-to-out -d1 := l.SOO·in Post Thickness (14 Gauge)-t := 0.0750·in L Post Depth-End-to -IF- die:= d1-t = 1.425·in ry := 0.5390·in Sy := 0.0396·in3 ly := 0.0406·in4 Apr:= 0.138·in2 Lx := S = 36.00·in Kx := 1.7 Ly := S = 36.00·in Ky := 1.7 L1 := S = 36.00·in K1 := 1.7 Vertical DL on Post- DL·W·d·N Pd := + Wp = 16.271b 4·Nu Vertical LL on Post- PI:= LL·W·d·N = lOOib 4·Nu 12 ~-,~ EC Ll PS E IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Floor Load Calculations: Weight of Mobile Carriage: We:= 40·1b Total Load on Each Unit: W := Nu+Pp +We= 505.061b Area of Each She~ Unit: Au := w. ( d + 6in) = 5. 25 tt2 Floor Load under She~: ~~r\ •· i NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load -ASCE-7 Seismic Design Procedure: Building's Risk Category -BRC := 2 Importance Factor- Determine Ss and S1 from maps-s1 := 0.420 Determine the Site Class -sse:= "D" Determine Fa and Fv -Fa= 1.065 Fv = 1.580 Determine S08 and S01_ Seismic Deisgn Category-,SDC= "D" Structt.ral System-Section ASCE-7 Sections 13.3.1 & 15.5.3.4.: 4. Steel Storage Racks Total Vertical DL Load on Shelf- R := 4.0 Rp := R Wp Wd := DL·W·d + Nu-4--= 161b N no:= 2 ap := 2.5 Total Vertical LL Load on Shelf- Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 15.5.3.4: Average Roof Height-hr := 20.0·ft Height of Rack Attachment- Seismic Base Shear Factor-0 4·a ·S08 ( z \ • P · 1 + 2·-I= 0.193 ~ hr ) lp cd := 3.5 lp := 1.0 W1 := LL·W·d = 1001b z := O·ft ((Y-O" For Ground floor) Shear Factor Boundaries-Vtmin := 0.3·Sos·lp = 0.232 Vtmax := 1.6·Sos·lp = 1.236 Seismic Coefficient- Overstrength Factor-0:= 2.0 NOTE: By ASCE 7-10 Section 13.3.1, 0 does not apply for vertically cantilevered architectural systems. 13 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Seismic Loads Continued : For ASD, Shear may be redtx:ed- Seismic DL B~e Shear- DL Force per SheW: Seismic LL Base Shear- LL Force per SheW : 0.67 • LL Force per Shelf: ASD Vp := 0.7·V1 = 0.162 Vtd := Vp-Wd·N = 10.551b Fd := vp.wd = 2.641b V11 := Vp·WrN = 64.881b F1 := Vp·W1 = 16.221b F1.s7 := 0.67·Vp-WI = 10.871b LBED VP<!> := Vt = 0.232 Vtd<!> := Vp<!>"Wd·N = 15.081b Fd<!> := Vp<t>"Wd = 3.771b Vtl<!> := VP<I>·W1·N = 92.681b F1<!> := Vp<!>·W1 = 23.171b Fl.67<!> := 0.67·Vp<!>·W1 = 15.521b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Cond~ions -Condition #1: Each Shelf Loaded to 67% of Live Weight: Cumulative Heights of Shelves- H1 := O.O·S + 1.0-S + 2.0·S + 3.0·S H := H1 + H2 = 18.00ft Total Moment at Shelf Base-Mt:= H·Wd + H·0.67·WI = 1498.78ft·lb Total Base Shear-Vl<!> := Vtd<!> + 0.67·V11<!> = 77.171b Vertical Distribution Factors for Each SheW- Wd·O.O·S + Wr0.67·0.0·S C1 := = o.ooo Mt Wd·l.O·S + WI·0.67-l.O·S C2 := = 0.167 Mt F1 := C1·{V1) = 0.00 Fl<!> := CI·{VI<!>) = 0.00 F2 := c2"{v1) = 9.00ib F2<!> := c2"{v1<!>) = 12.861b Wd·2.0·S + Wr0.67·2.0·S Ca := = 0.333 Mt Wd·3.0·S + Wr0.67·3.0·S C4 := = o.soo Mt Fa:= Ca·{V1) = 18.011b Fa<!>:= Ca·{V1<!>) = 25.721b F4 := C4"(V1) = 27.011b F,l<!> := C4·{V1<!>) = 38.591b Coefficients Should total1.0 14 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Force Distribution Continued : Condition #2: Top She~ Only Loaded to 100% of Live Weight Total Moment at Base of Shelf-Mta := H·Wd + (N -1)·S·WI = 1193ft·lb Total Base Shear - F1a := C1a·(V2) = 0 }] Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center d rack is the worst case for this shelving rack system. Column Design in Short Direction : Allowable Bending Stress-Fb := 0.6·Fy = 19.8-ksi Ratio of Allowable I Uttimate Stress- Bending Stress on Column- Bending at the Base of Each Column is Adequate Coefficients Should total1.0 Ms fbx := - = 6.14-ksi Sx MUST BE LESS THAN 1.0 15 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Deflection of Shelving Bays-worst case is at the bottom bay-the following is the list of shears used in deflection equations. Vt:,.1 := V1 -F1 = 541b V fl.3a := V fl.2a -F 3a = 23 lb s -=807.25 ' ) 3 1 max(Vt:,.2 , Vt:,.2a ·S .6.2 := --= 0.037-in .6.1 Nu·4 12·E·Ix .6-a := 0.05·h1 = 5.4-in Llt := .6.1 + .6.2 + .6.3 + .6.4 = 0.1041-in '~9~~~fl" Note: The deflection shall not exceed 5%Ht, so shelving deflection is adequate. Moment at Rivet Connection: Shearon each rivet- Steel Stress on Rivet- dr := 0.25-in Vr fv := -= 3.3-ksi Ar Ms Vr := --= 162.061b 1.5-in Ultimate Stress on Rivet (SAE C1006 Steel)- 2 d ·71 2 Ar := _r_ = 0.0491-in 4 Fur:= 47.9ksi Omega Factor (ASD)-Or:= 2.0 Allowable Stress F ·-0.4·Fur _ 9 58 _k. on Rivet -vr .-0 -• Sl Ratio of Allowable I MUST BE LESS THAN 1.0 Ultimate Stress-r RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical component: Ev := 0.2·Sos·(DL + LL) ·W·d = 16.891b Vertical Dead Load cj Shelt. D := (DL + LL) ·W·d = 109.381b Note: since the sheW LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on SheW: Fu = -48.731b Note: This uplift load is for the full shelf. Each shelf will be connected at each comer. Number of Shelf Connections: Uplift Force per Comer: Fuc =-12.181b NoTE: Since the uplift force is negative, a mechanical connection is not required. I 16 ~~ECLIPSE IVIWA #11134 ENGINEERING CARLSBAD, CA Find Allowable Axial Load for Column : Allowable BLK:kling Stresses- Distance from Shear Center to CL of Web via X-axis Distance From CL Web to Centroid- Distance From Shear Center to Centroid - Polar Radius of Gyration- Torsion Constant- Warping Constant- Shear Modulus- Xc := 0.649·in-O.S.t J 2 2 2 r o := r x + r Y + Xo Elastic Flexural Buckling Stress-Fe := if{Fet < cr8x, Fat, CTex) Allowable Compressive Stress-Fn := tf Fe>-, Fy· 1--, FJ . [ Fy ( Fy l l 2 4·F8 ) J Factor of Safety for Axial Comp.- 6/20/2016 Rolf Armstrong, PE CTex = 22.20· ksi ec = 1.9043·in Xc = 0.6115·in Xo = 2.5158·in r0 = 2.6287·in J = 0.00063·in4 Cw = 0.0339·in6 G := 11300·ksi cr1 = 10.2152·ksi f3 = 0.0841 Fet = 7.1279·ksi Fe= 7.1279·ksi Fn = 7.1279·ksi no:= 1.92 17 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange- Flange Plate Buckling Coefficient- Flange Slenderness Factor- Effective Flange Width- Determine Effective Width of Web: Flat width of Web- Web Plate Buckling Coefficient- Web Slenderness Factor- Effective Web Width - Effective Column Area- Nominal Column Capacity - Allowable Column Capacity- Check Combined Stresses- Magnffication Factor- Combined Stress: Wf := bl-0.5·t kw := 0.43 X.~ ~2~w H Pw := (1 -0.22 \_!_ >-w ) >-w Pn := Ae·Fn Pn Pa:=-no I •.P. ·.·· ~····1l [P: w1 = 1.4625-in kt := 0.43 >-t = 0.4905 PI= 1.1243 be = 1.4625-in Ww = 1.425-in >-w = 0.4779 Pw = 1.1292 he= 1.425-in Ae = 0.2166·in2 Pn = 15441b Pa = 8041b Pcrx = 3102.571b Per= 3102.571b Cm := 0.85 MUST BE LESS THAN 1.0 Final Design: 14 GA. 'L' POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: PP is the total vertical load on post, not 67% live load, so the design is conservative 18 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN -cont'd Find Overturning Forces : T<Xal Height of Shelving Unit- Depth of SheMng Unit- Number ofShelves- Height to Top Shelf Center ofG- h, =9ft d=1.25ft N=4 Width of Shelving Un~ WORST CASE Vertical Shelf Spacing- Height to Shelf Center ofG- w =3ft S = 36·in he:= (N + 1) ·S = 7.5ft 2 From Vertical Distribution of Seismic Force previously calculated-Controlli~ Load Cases: ASD Moments -Mb := 0 LRFD Maq, := F1q,·O.O·S + F2q,·l.O·S + F3q,·2.0·S + F4q,·3.0·S Moments -Mbq, := 0 For Screws-ASD Weight of Rack and 67% d LL- For Anchors-LRFD W1 := N·(0.6-0.14·S05)·(Wd + 0.67·W1) = 163.821b W1q, := N·(0.9-0.2·Sos)·(Wd + 0.67·W1) = 248.311b Overturning Rack and 6?0/o of LL - Seismic Rack and 67% of LL Tension & Shear- M1 := Ma + Mb = 378.14ft·lb Weight of Rack and 100% Top She~- W2 := (o.6-0.14·S05)·(Wd·N + w1) = 81.191b Overturning Rack and 100% Top Shelf- Seismic Rack and 100% of LL Tension & Shear- Force on Column Screws & Anchors: Tension Single -Tsmax := max(T l• T2, O·lb) = 110.301b Shear Single-( vl V2\ Vsmax := max 4, 4) = 13.501b Tension Double-Tdmax := 2·Tsmax = 220.601b Shear Double -Vdmax := 2·Vsmax = 27.011b 1 ( M1q, W1q, l T 14> := 2 · -d--2) = 154.00 lb V1q, = 77.171b 1 ( M2q, W2q, l T2q, := 2 · -d--2) = 97.871b V2q, = 38.251b T smaxq, := max(T 1q, , T 24>, 0 ·lb) = 154.00 lb ( Vlq, V2q, l Vsmaxq, :=max 4, 4) = 19.291b T dmax<jl := 2 · T smax<jl = 3081b Vdmax<jl := 2·Vsmax<jl = 38.591b 19 ~~ECLIPSE IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A 1018 PLATE STEEL Tension (Uplift) Force at Corner: Ttickness of Angle: Width of Angle Leg: Distance out to Tension Force: Design Moment on Angle: Allowable Bending Stress: Ultimate Tensile Strength of Clip: Effective Net Area of the Clip: T := SO·Ib Yield Stress of Angle Steel: ta := 0.075·in 14 ga Foot Plate ba := 1.25·in Length of Angle Section: L := 0.75·in Section Modulus of Angle Leg: M := T·L = 3.125ft·lb Bending Stress on Angle: Ratio of Fb := 0.90·Fyp = 32.4·ksi Allowable Loads: Fup := 65·ksi Gross Area of the Clip: Aee :=Age-[ta·(0.375·in)] = 0.0656·in2 Fyp := 36·ksi La:= 1.375·in 2 ba·ta 3 S8 := --= 0.0012·in 6 fb := ~ = 32·ksi Se fb -=0.988 MUST BE LESS THAN 1.00 Fb Age:= ba·ta = 0.0938·in2 Limiting Tensile Strength of Clip: Temax<t> := min[(0.90·Fyp·Age), (0.75·Fup·Aee)] = 3037.51b 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS -AISI E.4.3.1 Om ega for Bearing (ASD) -0 5 := 3. 00 Specified Tensile Stress of Clip 6 Post, Respectively-Fu1 := Slksi Diameter of Screw -d55 := 0.25in 14 GA Clip Thickness-t51 := 0.075in 14 GA Post Ttickness-ts2 := 0.075in Nominal Bearing Strength- Single Screw-ASD (AISI C-E4.3-3) Pns := min 2.7·Ful·dss'lsl II= 22001b [[ 4.2·Fu2.J d55·ts23 ll Allowable Bearing Strength- 2.7. Fu2·dss·ts2 ) ) Pns Pas:=-= 733.31b ns nu := 2.35 Fu2 := Slksi Double Screw-ASD Pnd Pad:=-= 1466.51b ns 20 ~~~~ EC Ll PS E IVIWA #11134 6/20/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE SCREW CONNECTION CAPACITIES (1/4"~ SCREW IN 14 GA STEEL): Allowable Tensions, Pullout- Allowable Tensions, Pullover- Allowable Shear- Note: Values obtained from 'Scafco'1abels using an 0 = 3.00 Single Screw-ASD T sst := 2271b T SSV := 6561b Vss := 6001b Double Screw-ASD Tsdt := 2·Tsst = 4541b Tsdv := 2·Tssv = 13121b Vsd := 2 · Vss = 1200 lb The allowable shear values for (1) 1/4" dia. screw exceeds the allowable bearing strength of the connection. Therefore, bearing strength governs for screw comection capacity. Ref Attached 'Scafco' Table for V & T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILT! KB-TZ): Allowable Tension Force- Allowable Shear Force - Single Anchor-LRFD Tas := 105l·lb Vas:= 1466·1b Double Anchor-LRFD Tad:= 1993·1b Vad := 1938·1b Ref Attached 'HILTI' PROF IS calcs for V & T Values DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw-ASD Double Screw-ASD Allowable Tension Force-Tasl := min(Vss• Pas)= 6001b Tas2 := min(Vsd, Pad) = 1200 lb Allowable Shear Force-Vasl := Tssv = 6561b Vas2 := Tsdv = 13121b USE: HILTI KB-TZ ANCHOR (or equivalent)-3/8" x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 1/4" dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent)-5 (:=- 3 USE 3/8"<1> x 2" embed installed per the requirements of Hilti Wall Supported Combined Loading (Single Anchor)-<1.00 OKAY Shear Loading (Single Anchor)- < 1.00 OKAY Combined Loading (Single Screw) - Combined Loading (Double Anchor)- Combined Loading (Double Screw)- <1.00 OKAY Tension Pullout (Single Screw) - Wall Supported < 1.00 OKAY Shear Loading (Double Anchor)- <1.00 OKAY Tension Pullout 1 V,d~" (Double Screw)-hJr' \'' ··; < 1.00 OKAY <1.00 OKAY < 1.00 OKAY 21 ~~ECLIPSE IVIWA #11134 ENGINEERING CARLSBAD,CA Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height-hr =20ft Height of Rack Attachments-ltJ =9ft (AtTop for fixed racks connected to walls) Seismic Base Shear Factor-v,= 0.367 Shear Factor Boundaries-Vtmin := 0.3·Sos·lp = 0.232 Vtmax := 1.6·Sos·lp = 1.236 Seismic Coefficient- Number of Shelves-N=4 Total Weight on Rack- Seismic Force at top and bottom- Connection at Top: Standard Stud Spacing-Sstud := 16-in Number of Connection Points on each rack- Nc := max[2, (floor(...!!_ '\/l = 2 Sstud) )J Capacity per inch of embedment into wood Nailer- For Steel Studs: Pull out Capactty for #10 Screw in 20 ga studs (per Scafco)- Connection at Bottom: Ratio of Allowable Loads for anchors into slab - lb W5 := 135·:- ln T20 := 84·1b v, := min( max(Vtmin, v,), Vtmax) = 0.367 Weight per Shelf- Wr := 4·(Pd + 0.67·P1) 0.7·VrWr Tv:=--- 2 Width of Rack- Wr = 333.061b Tv= 42.771b w =3ft Force on each connection point- Tv Fe:=-= 21.381b Nc Required Embedment Depth- Ratio of Allowable Loads for screws into walls - MUST BE < 1.0 MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE AT THE BASE. 6/20/2016 Rolf Armstrong, PE MUST BE < 1.0 22 6/20/2016 Design Maps Summary Report •USGS Design Maps Summary Report User-Specified Input Report Title 16-06-229 Mon June 20,2016 17:23:58 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.07187°N, 117.26525°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Carlsbad• Encinita~ USGS-Provided Output S5 = 1.088 g sl = 0.420 g SMS = 1.158 g SMl = 0.663 g S05 = 0.772 g S01 = 0.442 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. '$ -" Ul MCER Response Spectrum 1.20 1.08 0.!16 0.84 0.72 0.60 0.49 0.36 0.24 0.12 0.00 +---lf---+--+--+--r--+--+--+--t---4 0.00 0.20 0.40 0.60 O.BO 1.00 1.20 1.40 1.60 l.BO 2.00 Period, T (sec) '$ " Ul Design Response Spectrum 0.99 O.BO 0.72 0.64 0.56 0.48 0.40 0.32 0.24 O.lG 0.011 0.00 +--t--+--+-+--t---4--+--t--+---1 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 l.BO 2.00 Period, T (sec) For PG~, Tu CR5, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge . • http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33.071869&1ongitude=-117.265245&siteclass=3&riskcategory=O& ... 1/1 Consulting Engineers Thickness -Steel Components 27 020 30EQD 30 33EQS 33 43EQS 43 54 68 97 118 127 Table Notes 0.0223 0.0296 0.0280 0.0329 0.0380 0.0428 0.0538 0.0677 0.0966 0.1180 0.1270 0.0188 0.0235 0.0312 0.0295 0.0346 0.0400 0.0451 0.0566 0.0713 0.1017 0.1242 0.1337 0.0796 0.0844 0.0820 0.0781 0.0790 0.0764 0.0712 0.0712 0.0849 0.1069 0.1525 0.1863 0.2005 20-Drywall 20-Drywall 20-Drywall 20-Structural 20-Structural 18 18 16 14 12 10-SSMA 10-SCAFCO 1 Minimum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the jobsite based on Section A2.4 of AISI 5100-07. 2 The tables in this catalog are calculated based on Inside corner radii listed in this table. The inside corner radius is the maximum of 3/l2-t/2 or l.St, truncated after the fourth decimal place (t = design thickness). Centerline bend radius is calculated by adding half of the design thickness to listed corner radius. Screw Capacities 0.0451 54 0.0566 68 0.0713 97 0.1017 118 0.1242 127 0.1337 Table Notes 33 50 50 50 50 50 45 65 65 65 65 65 601 1188 1562 1269 1550 1668 Perpendicular Parallel 1106 696 864 544 663 1566 985 1202 1972 1241 1514 1269 -· -· 1550 -· -· 1668 -· -· 1. Capacities based on AISI 5100-07 Section E2.4 for fillet welds and E2.5 for flare groove welds. 2. When connecting materials of different steel thicknesses or tensile strengths, use the values that correspond to the thinner or lower yield material. 3. Capacities are based on Allowable Strength Design (ASD) and Include appropriate safety factors. 4. Weld capacities are based on either 1/12" or 1/a" diameter E60 or E70 electrodes. For thinner materials, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Parallel capacity Is considered to be loading In the direction of the length of the weld. 6. For welds greater than l R, equations E2.4-l and E2.4-2 must be checked. 7. For flare groove welds, the effective throat of weld Is conservatively assumed to be less than 2t. 8. *Flare grove weld capacity for material thicker than O.lOR requires engineering judgement to determine leg of welds (W, and W2). I Allowable Screw Connection Capacity (lbs per screw) 18 27 020 30EQD 30 33EQS 33 43EQS 43 54 68 97 118 127 33 33 57 57 33 57 33 57 33 50 50 50 50 50 Table Notes 45 45 65 65 45 65 45 65 45 65 65 65 65 65 60 111 87 122 129 171 151 270 224 455 576 821 1003 1079 33 50 48 60 55 75 61 102 79 144 181 259 316 340 66 122 95 133 141 187 164 295 244 496 684 976 1192 1283 1. Capacities based on AISI Sl00-07 Section E4. See table on page 5 for design thicknesses. 39 59 57 71 65 89 72 121 94 171 215 307 375 404 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and Include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center-to-center spacing of at least 3 times the nominal diameter (d) 5. Screws are assumed to have a center-of-screw to edge-of-steel dimension of at least 1.5 times the nominal diameter (d) of the screw. Load Paths All product load capacities are calculated per North American Specification for the Design of Cold Formed Steel Structural Members. The 2007 edition (here after referred to as simply "NASPEC"). Illustrations of load instructions are amongst their relative product load tables located throughout this catalog. Figure to the right demonstrates different types of load directions mentioned in this catalog. • Fl = Out-of-plane lateral load • F2 = In-Plane lateral load • F3 = Direct vertical and uplift load 71 131 102 143 151 201 177 317 263 534 755 1130 1381 1486 46 69 66 82 76 103 84 140 109 198 250 356 435 468 76 139 109 152 161 214 188 338 280 570 805 1285 1569 1689 52 78 75 94 86 117 95 159 124 225 284 405 494 532 81 150 117 164 174 231 203 364 302 613 866 1476 1816 1955 60 90 87 108 100 136 110 184 144 261 328 468 572 616 6. Tension capacity Is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover capacity for sheet closest to screw head (based on head diameter shown). Note that for all tension values shown in this table, pullover values have been reduced by SO percent assuming eccentrically loaded connections that produce a non-uniform pull-over force on the fastener. 7. Higher values, especially for screw strength, may be obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and Installation Instructions.~ Eclipse Engineering, Inc. Consulting Engineers www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: ECLIPSE ENGINEERING, INC. Page: Project: Sub-Project I Pos. No.: 541-389-9659 1 Kwik Bolt TZ • CS 3/8 (2) het,act = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 5/1/201315/1/2015 design method ACI 318-11/ Mech. Date: -(Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry 'i MLG Profis Anchor 2.4.6 5/27/2014 Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) . Z' <fo Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 'i-· Eclipse Engineering, Inc. 1:115'-' MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541--389-9659 I E-Mail: 2 Proof I Utilization {Governing Cases) Loading Tension Shear Loading Proof Pullout Strength Steel Strength Combined tension and shear loads 3 Warnings fiN 0.271 Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 300 1107 200 1466 flv c; 0.136 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 512712014 Utilization PN I flv [%] 28 I- -I 14 Utilization JlN.v [%] 15 Status OK OK Status OK Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordancet with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole respC)nsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreernent wilh the exisling conditions and for plausibilily! PROFIS Anchor (c) 2003-2009 Hilti AG. FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: ECLIPSE ENGINEERING, INC. 541-389-9659 1 Kwik Bolt TZ -CS 3/8 (2) het,act = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 5/1/201315/1/2015 design method ACI 318-11/ Mech. eb = 0.000 in. (no stand-off); t = 0.074 in. Page: Project: Sub-Project I Pos. No.: Date: 5/27/2014 Anchor plate: lx x ly x t = 3.000 in. x 6.500 in. x 0.074 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, 0, E, or F) Geometry [in.] & Loading [lb, in.lb] no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) z: Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541--389-9659 1 Date: E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Loading Proof Load Capacity Tension Pullout Strength 150 1107 Shear Concre1te edge failure in direction x+ 200 1966 Loading Pv t; Combined tension and shear loads 0.140 0.102 5/3 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization PN I Pv [%] 14/- -/11 Utilization IJN,v [%] 6 Status OK OK Status OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordancE! with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarante•e as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. TENSION LOAD & CAPACITY SHOWN ARE "PER ANCHOR" VALUES. SHEAR LOAD & CAPACITY SHOWN ARE "PER ANCHOR PAIR" VALUES. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: ECLIPSE ENGINEERING, INC. 541-389-9659 I KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) het,act = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 8/1/2012112/1/2013 design method ACI 318-11 I Mech. Page: Project: Sub-Project I Pos. No.: Date: -(Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry 5/27/2014 Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) ' ' Z' ' ' st ' ' ' Cfo ' ' ' Input data and results must be checked for agreement with the existing conditions and for plausibility! 0 ---~------>--.----B PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan y__. Eclipse Engineering, Inc. •=tts•• MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 1 E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concrete Breakout Strength Pryout Strength Combined tension and shear loads 3 Warnings fiN 0.285 Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 300 1051 200 1509 flv 1; 0.133 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization fiN I flv (%] 29 I- -/14 Utilization fiN,v [%] 16 Status OK OK Status OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 1 Date: 5/27/2014 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) het,act = 1.860 in., hnom = 2.500 in. Carbon Steel ESR-3027 8/1/2012 112/1/2013 design method ACI 318-11/ Mech. eb = 0.000 in. (no stand-off); t = 0.074 in. lx x ly x t = 3.000 in. x 7.000 in. x 0.074 in.; (Recommended plate thickness: not calculated) no profile cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. hammer drilled hole, installation condition: dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) z: ~0 Y-- Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. 1:115.1 MLG Consulting Engineers www.hilti.us Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541··389-9659 I E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Loading Proof Concre,te Breakout Strength Concre·te edge failure in direction x+ Combined tension and shear loads 0.151 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 300 1993 200 1938 Pv ~ 0.103 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization PN I Pv [%] 16/- -/11 Utilization PN.v [%] 7 Status OK OK Status OK • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guaranteE! as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan @ POST T-POST 14GA. -~----~~ ~1 ---~~~- 13/32" 1 ] li4"0RIVET /~I------"., 14GA DOUBLE RIVET "ORB" BEAM AT BASE OF UNITS MOBILE UNITS WILL NOT BE USED (i "DRBLP BEAM" CARRIAGE AND TRACK ASSEMBLY NOTE: FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. SHELVING UNITS SHALL BE MANUFACTURED BY THE TENNSCO CORPORATION, 1101 WEST FIRST STREET, DICKSON, TN 37055. 614-44&-8000 LA-APPROVED FABRICATOR'S LICENSES= "FB02894", "FB02894-1'', & "FB02894-2". 36" TO 48" TYP. U.N.O. @ 36" TO 48" ' r 36' 15" r TYP. WALL-SUPPORTED INSTALLATION CONSISTS OF THE FOLLOWING SHELVING QUANTITIES: • TOTAL LENGTH= 21 LINEAR FEET OF SHELVING • TOTAL AREA= 31.25 SQUARE FEET OF SHELVING 30" TYPt;l 6 FREE-STANDING l..fBoH CAPACITY <9' TALU• ~ HANG• q LF DOUBLE RIVET LOW PROFILE ------~~~~-~~~~~~~~~~~~~~~~~~~~- "T" POST COL B. Pl. 2-3/8'0 KB-TZ ANCHOR BOLT 2" EMBED. (SEE NOTE NO.3) ESR-1917 . ' rr1 NOTE; HILTI HUS-EZ W/21/2" EMBEDMENT IS AN APPROVED ALTERNATE TO REPLACE KWIK BOLT TZ, ESR-3027. (SEE NOTE NO. 3) 'L~ POST COL. B. PL. 1·3/8'0 KB-TZANCHOR BOLT 2' EMBED. (SEE NOTE NO. 3) ESR-1917 CJ CJ CJ CJ v 11~'0 X 1" SCREW SHELVING LOAD ON SLAB = 100 psf . (4_ NOTE: THE SHELVING SHALL BE ATIACHED TO THE EXISTING WALL STUDS AND CONCRETE SLAB. NO NEW STUDS OR STUD WALLS ARE REQUIRED. / r-:::::: L I WALL #10 TEK SCREW AT EACH WALL STUD -TYP. <f~~~CM~'"~·'"~~~~F11f '''f !;~ < J EMBED. __ __/ PLAN VIEW· STEEL STUD WA L _______, !--SHELF BEAM \ .L_ -REF. DE.fAIL2 <~~~ri;MIN~.l~'~~~~~~~~~~< } EMBED. '\ PlAN VIEW-WOOD SIUO WALL L-EXISTING WALL COVER EXISTING STUD WALL SHELVING POST --------~ 0 !I rtf----EXISTING STUD WALL ---r-f./.·"1 "" n 'ft---<IN. 1" EMBED. SHELF BEAM ·REF. DETAIL 2 U INTO STUD WAll ~ \.1 _j, 1. CONTRACTOR SllALL FJELD VERIFY MINIMUM SIZE, SPACING, AND GAUGE OF EXISTING WALL STUDS. 2. CONTACT ENGINEER OF RECORD IF THERE IS A DISCREPANCY. 3. M!NjMUM STEEL WALl STUD SIZE= 3628125-30 (3-5/B'Xl-li4"x20 GA.). 4. MINIMUM WOOD WALL STUD SIZE = 2x4. 5. MAXIMUM WALL STUD SPACING= 16' o.c. FOR STEEL OR WOOD STUDS. 6. MAXIMUM WALL STUD HEIGHT= 16'-0" ABOVE FINISHED FLOOR. ; MOBILE UNITS WILL-NOT BE USED City of Carlsbad Building Division JUL 20 2015 APPROVED BY: l) 'i ISSUED BY ? j; -. (5_ WALL CONNECTION (6 J.I / I__ - i(f f -f l ~~SIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE CBC 2013 EDITION 2) STEELFOR ANCHOR CLIPS SHALL BE ASTM A1018, STEEl FOR ALL OTHER SHAPES IS Fy = 36 KSJ, ASTM A!Oll-12 GR 36 (EXCEPT AS NOTED) 3) ALL ANCHORS ARE HlLTl KWIK BOLT TZ {ESR·191n, HUS-EZ (ESR-3027), OR APPROVED EQUAL (SPECIAl INSPECTION REQUIRED-REFERENCE SCHEDULE BELOW) 4) EXISTING CONCRETE SLAB= MIN. 4' THICK SLAB-ON-GRADE WITH F'c = 2600 PSI AND 500 PSF SOIL BEARING PRESSURE 5) STORAGE SHELVING CAPACin' = 100# PER LEVEL 6) ALL SHELVING INSTAlLATIONS AND SHELVING MANUFACTURED IN CONFORMin' WITH THIS STANDARD SHAll DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL 7} ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT RMI MH18.1 8} THE CLEAR SPACE !JELOW SPRINKLERS SHALL BE A MJNJMUM OF 18 INCHES BETWEEN THE I DAM,: a) ~eis~ic e Fa?.'o~ .. IE d~O Buildin~ ~iSk Category II· Not open to the public b) Mapped Spectral Response Accelerations, Ss = 1.088 and Sl = 0.420 c) Sije Class= D .d) Spect.ral Response Coefficients, SDS = 0.772 and SOl::: 0.442 e) Seismic Design Category= D f) Basic Seismic-Force-Resisting System(s)- Non-Building Structures, Steel Storage Racks g) Design Base Shear= 125 lb h) Seismic Response Coefficient, VI= 0.232 i) Response Modification Factors, R = 4.0 j) Importance Factor, lp = 1.0 TOP OF THE STORED MATERIAl AND THE CEILING SPRINKLER DEFLECTORS 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBUC k) Analysis Procedure per ASGE 7-10, Sec. 13.3.1 & 15.5.3.4 <f) "' <f) ·-_c.;-(/') rnt"Ql > 0 () 0 +-'>() c ...... a.> rn 0 a. () -;o ~ g-[,~ 1. c rn•.~ s a.> en ciJ E .s· :-a t::: ~-+'-' rn co c ~ 0.. 0.: ·<U. t.. Q) :,.t: 0 '"0_ ·::J a.>:o ~ 8: -Q) --rn .r:: LL.o ... 10) SHELVING UNIT'S MAXIMUM 'OUT·OF·PLUMBNESS" SHALL BE 0.600 INCH IN 10 FT. 11) 0 . ·INDICATES DETAIL CALLOUT .:> 1 ATEMENT OF SPECIAL INSPECTION CONTINUOUS PERIODIC STANDARD KWIK BOLT TZ STANDARD HUS·EZ OBY I I HIL T1 TZ, 3J8" DIAX 3" LONG-PER ICC-ES SPECIAL CONFIRM ANCHOR TYPE X ESR-1917 SECTION 4.4, 7.0, FIGURE 2, 3 . ' INSPECTOR ~ X MINIMUM ~500 PSI MINIMUM 2500 PSI ~~~~e· ~+-------~--X~--~------.-.-MI-NIM_U_M-------4------•• -M-IN-IM-UM-----4--------j HOLE DIAMETER X CLEAN OUT OF HOLE X MINIMUM ANCHOR SPACING X MINIMUM EDGE DISTANCE X ANCHOR EMBEDMENT X TIGHTENING TORQUE X II ,gCTION 4.3, 4.4 2.75" ·PER ICC-ES ESR-1917 SECTION 4.4, TABLE 3 ·~ "1~CTION 4.4, TABLE 3 2"-PER ICC-ES ESR-1917 SECTION 4.4, TABLE 1,3 E1 I HIL Tl ~~::~!: . ~. FIGURE 4A IT· INSPECTOR SECTION_ 4.3, 4.4, TABLE 2 INSPECTOR X by' Jru "'"' '"'P"'" o4-~~~~~=-~---------J------------~------------------------~-J------------------------~--------~~ ---------------------,-c- 1 . a.. JUN 2 2 201E w V) c.. ...J l-1 w ''' I l l (!J z "' .. wo w"-z~ -..... <!lu z<t w>--wz 000 C..(.) ::; (.) w z UJ UJ z l9 z UJ Cl w 00 > w "' :1·~ in =. f2, ~ .9 . 16-06-229 06-20-2016 SHEET 1 ... ' .... , ., ,\UI _ -8 :'0\ L_ __ __!_F~IX~E~D ~SH~E::!:L:!.CVI~N~G _____ ___.::.:SI:.::.DE::....::...:VI.::..EW:..:..S=----------------------'P'-'-A.::..;R;.;.;TI;;...;A::..;L F:....:L=O=O;..;,.R .:....;PLA=-::...;N...::S...::S:..:....:H=EL::...:.V...:.:..IN.:...:::....;.GR..:;...A:..::.C:....:..K= LLA..:.=..=. YO=UT..:.____ _____ -t; ~ l~ .. :.:: <i>l ". \ ~~r,~b.~NbR~A~L~N~O~T~ES~------------------------------~. :9 ; 1923 CALLE BARCELONA 144 0:::: 'J:: -: >;' J >' ---------------------------------------------------------------------------------~1 <( ~ ra..-1 2 E E ' w o }o :9 >-a:::: .:::::; () co 2550120400 Tl