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HomeMy WebLinkAbout1911 CALLE BARCELONA; 158; CB161658; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 05-13-2016 Commercial/Industrial Permit Permit No: CB161658 Building Inspection Request Line (760) 602-2725 Job Address: 1911 CALLE BARCELONA CBADSt: 158 Permit Type: Tl Sub Type: COMM Status: ISSUED Applied: 04/29/2016 Entered By: SLE Parcel No: 2550120400 Lot#: 0 Valuation: $15,000.00 Construction Type: NEW Occupancy Group: Reference# Plan Approved: 05/13/2016 Issued: 05/13/2016 Inspect Area Plan Check#: Project Title: ANTHROPOLOGIE: STORAGE RACKS Applicant: BOGART CONSTRUCTION INC 9980 IRVINE CENTER DR 92618 949 453-1400 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 Total Fees: $158.94 $0.00 $111.26 $0.00 $0.00 $4.20 $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 I Payments To Date: Date: Owner: T-C FORUM AT CARLSBAD L L C C/0 TIAA-CREF 4675 MACARTHUR CT #1100 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 (3104193) License Tax (4304193) Traffic Impact Fee (3105541) 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 $275.40 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 ?? ?? $275.40 $0.00 CE ~ cJ your p-qect irdl.rl:s tre "ln-pa;ition'' cJ fees, OO:licatialS, reservatialS, or ctrer exl'dialS h:reafter roledil.€iy ." ou hal.e 00 days frcrn the date this perrrit wcs iSSL.ed to pretest in-pa;itioo cJ these feeslexa:iialS. If you pretest tt-ern you rrust fallON the pretest forth in C<Mmrent O:x:le Sedioo ffi)2()(a}, ard file the potest ard any cther re::,...ira::l irtarratioo v..ith the Oty ~for puESSirg in ocwdarre v..ith Ca1sba:l M.nidpal O:x:le Sedioo 3.32.030. FaiiLre to tirrely fallON !tat prcm:i.re v..illl:a" any SlJI:se::1t..en le;Jal a::iioo to attcd<, revieN, set ooice, \.tid, or annul their in-pa;itioo. E~ FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: DPLANNING 0ENGINEERING ( Cicyof Carlsbad CT/PROJECT # Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov #BEDROOMS DESCRIPTION OF WORK: Include ~are Feet of Affected Area(s) ~tGGK': PtLc ~~ t--+-t (::r1-\- EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) 0BUILDING DFIRE DHEALTH Plan Check No. Est. Value Plan Ck. Deposit Date L\- FIREPLACE AIR CONDITIONING YES [)I NoD YES0No0 APPLICANT NAME Primary Contact PROPERTY OWNER NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL EMAIL DESIGN PROFESSIONAL ADDRESS CITY STATE ZIP PHONE FAX EMAIL STATE LIC. # DHAZMATIAPCD OCC. GROUP FIRE SPRINKLERS YEsONoD (Sec. 7031.5 Business and Professions Code: Any City or County wh1ch requires a permit to construct, alter, improve, demolish or repair any 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 c1vil penalty of not more than five hundred dollars {$500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: ~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. lf{J1 have and will maintain workers' compensatiOJI. as required by Section~ of the Labor Code, for the performance of the work for w · this permit is issued. My workers' compensation insuran carrier and policy number are: Insurance coZv.f I c\r) ~u~.Cl,.Nsuf.iN(GG,.Iicy No. Expiration Date I \ 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 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' lawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in Labor code, interest and attorney's fees. 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 Contractors 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). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors 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 materials for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) 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): _K5 PROPERTY OWNER SIGNATURE 0AGENT DATE I certify that I have read the application and state that the above infonnation is conectand thatthe infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA penntt is required for excavations over 5'0' and demolitkm or oonstruction of structures over 3 stories in height. EXPIRATION: Every penn it issued by the Building Official of this Code expire by limitation and become null and vod if the building or v.urk authorized by such pennit is not oommenced vvthin 180 days fiom the date of such penni! or if the orv.urk or abandoned at any time after the v.urk is oommenced for a 106.4.4 Unifonn Building Code) . .JE5 APPLICANT'S SIGNATURE DATE 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) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. ATE DELIVERY OPTlONS PICK UP: CONTACT (Listed above) CONTRACTOR (On Pg. 1) MAIL TO: CONTACT (Listed above) CONTRACTOR (On Pg. 1) ZIP OCCUPANT (Listed above) OCCUPANT (Listed above) MAIL/ FAX TO OTHER:----------------- Af APPLICANT'S SIGNATURE (Office Use Only) CITY Zl Carlsbad CA ASSOCIATED CB#·------------ NO CHANGE IN USE/ NO CONSTRUCTION CHANGE OF USE/ NO CONSTRUCTION DATE Inspection List Permit#: CB161658 Type: Tl COMM ANTHROPOLOGIE: STORAGE RACKS Date Inspection Item Inspector Act Comments 05/25/2016 19 Final Structural PY AP Monday, September 19, 2016 Page 1 of 1 ~ON~ INSPECTION RECORD lNSP~ RIC ORO CARD WITH APPROVED P't.ANS MUST Bl KDT ON THE JOB S CAU. 8J:FORII>H..am FOR N£XT WORK DAY INSPECTION FOR BWLDING INSPSCTION CALl: 760·60Z-'Z7 25 <!m GO TO ~,,arlsbadU.gov/Bql!sfirul AND C:UCK ON "it~n rnspecticmlf DATI': ~. ('.,41. CB161658 158 n Lot# 1911 CALLE BARCELONA 1NC RE .ORO COPY ~. «~ .· ~ CiTY OF LSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: Anthropologie ProjectAddress: 1911 Calle Barcelona -Suite #4-158 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder D. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please printi--------'-'R=o-=1-=f __________ --=-:;.H_:_. _________ _._,A.=.r...,m""s_,_t.=.r-""o.,_,n-"'----- (First) (M.I.) (Last) MailingAddress: 376 sw Bluff Drive, Suite 8, Bend, OR 97702 Email· rolfa@ee]mt com Phone: _ _...:l....,.5~4._.l..J.l~3'""8_.L9_--'-9"""6"'"'5--'-9 __ _ I am: DProperty Owner DProperty Owner's Agent of Record DArchitect of Record l::JEngineer of Record (storage racks only) State of California Registration Numbe · c 617 2 6 Expiration Date: June 3 0 2 017 AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, constru io , rial sting and off-site fabrication of building components, as prescribed in the statement of special inspections t oved plans and, as required by the California Building Code. Signatur · Date: APR 2 5 20 Hi B. OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: ~bA2.T ~ ~ -r-Qu::.._"T\~~ase check if you are Owner-Builder 0 Name: (Please print) s~ B ~SI"Z..V (First) (MJ.) l) , (Last) MailingAddress:998'0Tevt~0 ~~"Te'Q l e., S,Tt5 2DO Email: scas.+ra ~ bosar\c.~struc=b~v") £ L~Phone:C ct~) -6C) 'Z -c:JL~ 1 State of California Contractor's License Number: l 0/ ~\ l ( Expiration Date: 5 /3 I J "2.0 \( j I • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I will rovide a final re ort I letter in c m fiance with CBC Section 1704.1.2 rior to re uestin final I I Signature;__: --F===~::::::;;===~~=---=-::::___:,-----_______ Date: _c:::._____.l-+/_-z=--cz-'+-/__,\'---'lR~--- \. ' ' B-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In cpartnersfiip witfi government for (]Jui{aing Safety DATE: 5/10/2016 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-1658 PROJECT ADDRESS: 1911 Calle Barcelona SET: I PROJECT NAME: Storage Racks for Anthropologie 0 A'=ELICANT ~RIS. 0 PLAN REVIEWER 0 FILE [8] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [8] EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted:-10: Telephone#: Date contacted: (~ f) Email: Mail Telephone Fax In erson [8] REMARKS: Fire Department approval is required. By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 5/3 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 City of Carlsbad 16-1658 5/10/2016 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 16-1658 PREPARED BY: David Yao DATE: 5/10/2016 BUILDING ADDRESS: 1911 Calle Barcelona BUILDING OCCUPANCY: BUILDING PORTION storage racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: 0 Repetitive Fee ·· -"~ Repeats Comments: AREA Valuation (Sq. Ft.) Multiplier By Ordinance Complete Review D Other D Hourly EsGil Fee Reg. VALUE Mod. per city D Structural Only 1--------il H r @ • ($) 15,000 15,000 $158.941 $103.311 $89.011 Sheet 1 of 1 macvalue.doc + ~ ~({ ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 5-2-16 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov PLAN CHECK NO: CB 16-1658 SET#: 1 ADDRESS: 1911 Calle Barcelona APN: ~ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton 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: For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING ENGINEERING FIRE PREVENTION 760-602-4610 760-602-2750 760-602-4665 ~ Chris Sexton D Chris Glassen D Greg Ryan 760-602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Christogher.Giassen©carlsbadca._w G regot:y. Rya n©carlsbadca .gov D Gina Ruiz VaiRay Marshall D Cindy Wong 760-602-4675 760-602-27 41 760-602-4662 Gina.Ruiz@carlsbadca.gov Va !B9.Y· M_gn;_hgJl@~_g rlsbad cq,gQ_y Cynthia.Wong©carlsbadca.gov D Veronica Morones Linda Ontiveros D Dominic Fieri 760-602-4619 760-602-2773 7 60-60 2-4664 Veronica.Morones@carlsbadca.gov ],inda.Ontiveros@c;_grlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: storage racks Shay Even From: Sent: To: Cc: Subject: Good morning Sean, Amber Ressmer Wednesday, May 04, 2016 9:57AM SCASTRO@BOGARTCONSTRUCTION.COM Building CB161658 ANTHROPOLOGIE CB161658 Anthropologie plan does not require Carlsbad Fire Department fire plan review. Thank you, Amber {city of Carlsbad Amber Ressmer Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carlsbadca.gov p 760-602-4665 I F 760-602-8561 1 ~ECLIPSE ENGINEERING Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO #16799 SO #30680 Anthropologie The Forum at Carlsbad 1911 Calle Barcelona-Suite #4-158 Carlsbad, California 92009 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, Ml 49544 APR 2 9 201S /~ ... .. l ECLIPSE-ENGINEERING COM Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2013 California Building Code. TL----·---""----··-.... , nnf <:11\f\OCcihlll tn thA general public. 1911 CALLE BARCELONA 158 2550120400 Tl )- t- (_) 04-29-2016 113 West Mam. StJ(e B. Mlssclia. MT 59802 729 Nucleus Ave. Stile D. CoiiMllbla Fals. MT 59912 421 Phone («16) 721-5733 • Fax· (<106) 721-4988 Phooe: («16) 892·2301• Fax: 4()6.892-2368 CB161658 ~ECLIPSE ANTHROPOLOGIE 4/25/2016 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: Total Height of Shelving Unit - Width of Shelving Unit- Depth of Shelving Unit- Number of Shelves - Vertical Shen Spacing- Shelving Loads: Maximum Live Load on each shelf is 50 lbs: Weight per shelf- Load in psf- Design Live Load on Shelf- Dead Load on Shelf- h1:= 10.00·ft w := 4.00·ft d:= 2·1.50·ft N:= 10 S := 13.33· in W1r= 2· 50·1b Wti LL:=- J W·d LL := LLi DL := 2.50· psf plf := lb· tC 1 -2 psf := lb· ft -3 pet:= lb· ft ksi:= 1000·1b·in-2 kips:= 1000·1b LLi = 8.33· psf LL = 8.33· psf Section Properties of Double Rivet 14 Gauge Steel 'L' Post : Modulus of Elasticity of Steel- Steel Yield Stress- Physical Dimensions of L Post: L Post Width-out-to-out- L Post Depth -out-to-out - Post Thickness- L Post Width -C L-to -C L - L Post Depth-CL -to-CL- Radius of Gyration in x andy- Section Modulus in x and y- Moment of Inertia in x and y- Full & Reduced Cross Sectional Area's- Length of Unbraced Post- Effective Length Factor- Density of Steel - Weight of Post - Vertical DL on Post- Vertical LL on Post- Total Vertical Load on Post- E := 29000· ksi Fy := 33· ksi b1 := 1.500· in d1 := 1.500· in t := 0.0750· in 14 Gauge ble := b1-t b1e = 1.425· in die:= d1-t die= 1.425· in rx:= 0.5390·in ry:= 0.5390·in Sx := 0.0400· in3 Sy := 0.0400· in3 lx:= 0.0600·in4 Ap(= 0.2170· in2 Lx := S = 13.33· in Kx := 1.7 psteel : = 490· pet WP := psteei·Apr h1 ly:= 0.0600·in4 Apr:= 0.1420· in2 Ly:= S = 13.33·in L1:= S = 13.33·in Pd:= DL·W·.125d·N + Wp WP = 7.38·1b pd = 44.881b P1 := LL·W· .125·d· N Pp := pd + PI P1 = 125.00 lb Pp = 169.88·1b ~ECLIPSE ENGINEERING Floor Load Calculations: Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: ANTHROPOLOGIE CARLSBAD, CA We:= 40·1b W:= 8·Pp +We Au:= w.(d + 6in) w = 1399.071b 2 Au= 14ft w Floor Load under Shelf: PSF := -PSF = 100· psf Au 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: Importance Factor- Determine Ss and S1 from maps- Determine the Site Class- Determine Fa and Fv - Determine SMs and SMl- Determine S0s and S01 _ Seismic Deisgn Category- IE:= 1.0 S5 := 1.091 Class D Fa= 1.064 SMs:= Fa·Ss SMs= 1.160 2 Sos:= -·SMs 3 Sos= 0.774 SDC= "D" Structural System -Sections 13.3.1 & 15.5.3.4 ASCE-7: 4. Steel Storage Racks Total Vertical LL Load on Shelf- Total Vertical DL Load on Shelf- R:= 4.0 Rp := R W1:= LL·W·d D0 := 2 ap := 2.5 Wp Wd:= DL·W·d+ 8·-N Seismic Analysis Procedure per ASCE-7 Sections 13.3.1 & 15.5.3.4: hr:= 20.0·ft S1:= 0.421 Fv = 1.579 SMl := Fv· S1 SMl = 0.665 2 S01:= -·SMl 3 S01 = 0.443 cd := 3.5 lp := 1.0 WI= lOOib wd = 35.9llb Average Roof Height- Height of Rack Attachment-z := O·ft (0'-0" For Ground floor) Seismic Base Shear Factor- Shear Factor Boundaries- Seismic Coefficient- 0.4· ap· Sos ( z ~ Vt:= · 1 + 2·-V1 = 0.193 Rp \ hr) lp Vtmin := 0.3· Sos·lp Vtmax := 1.6· Sos·lp V1: = min( max( Vtmin, Vt), V1max) Vtmin = 0.232 Vtmax = 1.238 V1= 0.232 4/25/2016 Rolf Armstrong, PE 2 , ~E(.LIPSE ANTHROPOLOGIE 4/25/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Seismic Loads Continued : Overstrength Factor - LBED (By ASCE 13.3.1, 0 DOES NOT APPLY FOR VERTICALLY 0 := 2.0 CANTILEVERED For ASD, Shear may be reduced- Seismic DL Base Shear- Vp:= 0.7-V1= 0.162 ARCHITECTURAL SYSTEMS) DL Force per Shelf: Vtd := Vp· Wd· N = 58.331b Fd:= Vp-Wd = 5.831b vP<t> := v1 = 0.232 Vtd<!>:= VP<!>'Wd·N = 83.331b Fd<!>:= Vpq:,·Wd = 8.331b Seismic LL Base Shear- LL Force per Shelf : V11 := Vp· Wr N = 162.451b F1 := Vp· W1 = 16.251b V11q:, := VP<!>. Wr N = 232.081b 0.67 • LL Force per Shelf: F1.57:= 0.67-Vp-WI = 10.881b F1q:, := Vw W1 = 23.211b Fl.s7q:,:= 0.67-Vpq:,·WI = 15.551b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Sheff Loaded to 6JO!o of Live Weight Cumulative Heights of Shelves- H1 := 0.0· S + 1.0· S + 2.0· S + 3.0· S + 4.0· S + 5.0· S + 6.0· S + 7.0· S + 8.0· S + 9.0· S Hz:= 0 H := H1 + Hz= 49.99ft Total Moment at Shelf Base-Mt:= H·Wd + H-0.67-WI = 5144.07ft-lb Total Base Shear-V1 := V1d + 0.67· v11 = 167.181b Vertical Distribution Factors for Each Shelf- Wd· 0.0· S + W1· 0.67· 0.0· S C1 := = o.ooo Mt Wd·l.O· S + Wr 0.67-1.0· S Cz := = 0.022 Mt F1 := cl'(vl) = o.oo F1q:, := cl'(vl<t>) = o.oo F2 := Cz·(V1) = 3.721b Fzq:, := Cz·(V1<!>) = 5.311b Wd· 2.0· S + Wr 0.67· 2.0· S C3 := = o.044 Mt Wd· 3.0· S + W1· 0.67· 3.0· S C4 := = o.067 Mt F3 := C3·(V1) = 7.431b F3<!> := C3·(V1<1>) = 10.611b F4 := C4·(V1) = 11.151b F4<!> := C4·(V1<!>) = 15.921b Wd-4.0-S + Wr0.67·4.0-S C5 := = 0.089 Mt wd. 5.0· s + Wr 0.67· 5.0· s C6 := = 0.111 Mt F5 := C5-(V1) = 14.861b F5q:, := C5·(V1<!>) = 21.231b Fs := CB'(V1) = 18.581b F6<!> := Cs·(V1<!>) = 26.541b Wd· 6.0· S + W1· 0.67· 6.0· S C7:= = 0.133 Mt Wd· 7.0·S + Wr0.67· 7.0·S C8 := = 0.156 Mt F7 := C7·(v1) = 22.291b F7<t> := cr(vl<t>) = 31.841b F8 := C8-(V1) = 26.011b F8<!> := C8-(V1<!>) = 37.151b 3 ~ECLIPSE ANTHROPOLOGIE 4/25/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE wd. 8.0· s + Wr 0.67· 8.0· s C9 := = 0.178 Mt F9 := C9·(V1) = 29.721b F9<P := C9·(V1<P) = 42.461b Coefficients Should totall.O Force Distribution Continued : Condition #2: Top She~ Only Loaded to 100% of Live Weight Total Moment at Base of She~ - Total Base Shear- Wd·O.O·S + O·WrO.O·S Cla:= ------- Mta Wd·(N-l)·S + Wr(N-l)·S Ctsa:= --------- Mta Ctsa = 1 Condition #1 Controls for Total Base Shear Wd·9.0·S + Wr0.67·9.0·S C1o := = 0.200 Mt F1o:= C10·(V1) = 33.441b F10cp:= C10·(V1<P) = 47.761b V2 := Vtd + F1 V2cp := Vtd<P + FI<P Fla:= Cla·(V2) Fla<P := Cla·(V2<P) Ftsa := Ctsa·(V2) Ftsa<P: = Ctsa· ( V2<P) v2 = 74.581b V2<P = 106.541b F1a = 0.00 Fla<j) = 0.00 Ftsa = 74.581b Ftsa<j) = 106.541b 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 of rack is the worst case for this shelving rack system. Column Design in Short Direction : Bending Stress on Column - Allowable Bending Stress- Ratio of Allowable I Ultimate Stress - Bending at the Base of Each Column is Adequate f ~ = 0.18 Fb M8 = 11.61ft·lb fbx = 3.48· ksi Fb = 19.80· ksi MUSTBELESSTHAN1~ 4 ~ECLIPSE ANTHROPOLOGIE 4/25/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE Deflection of Shelving Bays-worst case is at the bottom bav 1 max(V1 , v2)·S3 _ 3 6.:=-= 2.3705 x 10 ·in s - = 5623.20 8 12· E·lx 6. 6.(= 6.·(N-1) = 0.0213·in if( 6.1 < 6.a, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed L/180, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet- Steel Stress on Rivet- Ultimate Stress on Rivet (SAE C1006 Steel)- Omega Factor (ASD)- Allowable Stress on Rivet- Ratio of Allowable I Ultimate Stress- Ms Vr:= --= 92.851b 1.5-in fv -= 0.20 Fvr 2 d ·'IT 2 Ar:= _r_ = 0.0491·in 4 fv = 1.89· ksi Fur:= 47.9ksi Fvr = 9.58· ksi 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·Sos·(DL + LL)·W·d Ev = 20.111b Vertical Dead Load of Shelf: D:= (DL+ LL)·W·d D = 130.001b Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty she~. only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu = -57.891b Note: This uplift load is for the full she~. Each she~ will be connected at each corner. Number of Shelf Connections: Uplift Force per Corner: Fuc = -14.471b NOTE: Since the uplift force is negative, a mechanical connection is not required. 5 . ~ECLIPSE ANTHROPOLOGIE ENGINEERING CARLSBAD,CA Find Allowable Axial Load for Column Allowable Buckling 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 - Elastic Flexural Buckling Stress- Allowable Compressive Stress- Factor of Safety for Axial Comp.- n 2· E O'ex := ( Kx· Lx \,2 ~ rx ) Xc:= 0.649·in-O.S.t 1 I n 2·E·Cwl O't:= --· G·J + --- Apr'ro2 L (Krlt)2 J rJ:=1-(Xo'\.2 ~ ro) .I Fy ( Fy \, l Fn := If Fe>-, Fy· 1--, Fe L 2 ~ 4·Fe) J 4/25/2016 Rolf Armstrong, PE O'ex = 161.93· ksi Be= 1.2886· in Xc = 0.6115· in Xo = 1.9001·in r0 = 2.0473·in J = 0.00063· in 4 Cw = 0.0339· in6 G := 11300· ksi u1 = 43.7621· ksi r3 = 0.1386 Fet = 35.2907·ksi Fe = 35.2907 · ksi Fn = 25.2855· ksi no:= 1.92 6 ~EC-LIPSE ANTHROPOLOGIE 4/25/2016 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- Magnification Factor- Combined Stress: Pn := Ae· Fn Pn Pa:=-no (n .p \ a::= 1 --0 _P I = 0. 990 ~ Per ) w1 = 1.4625 ·in >-t= 0.9237 p1= 0.8247 be = 1.2062· in Ww = 1.425· in >-w = 0.9001 Pw = 0.8395 he= 1.1962·in Ae = 0.1802·in2 Pn = 45561b Pa = 23731b Perx = 33441.891b Per= 33441.891b 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: P P is the total vertical load on post, not 67% live load, so the design is conservative 7 ~ECLIPSE ANTHROPOLOGIE 4/25/2016 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 She~ Center of G- Height to She~ Center of G - h1 = lOft d =3ft N = 10 From Vertical Distribution of Seismic Force previously calculated- Controlling Load Cases: For Screws-ASD Weight of Rack and 67% of LL- Width of Shelving Unit- WORST CASE Vertical She~ Spacing- htop = lOft he= 6.11·ft w =4ft S = 13.33·in For Anchors-LRFD W1 := N· ( 0.6-0.14· S0s)·(( wd + 0.67· W1)) = 505.991b W1<P := N· ( 0.9-0.2· S05)·( ( wd + 0.67· W1)) = 766.951b Overturning Rack and 6]0/o of LL- M1:= Ma + Mb = 1176.14ft·lb Ml<P := Ma<P + Mb<P = 1680.20 ft·lb Seismic Rack and 67% of LL Tension & Shear- 1 (M1 W1 ~ T1:= -· ---= 69.531b 2 \.d 2) 1 ( M1<P wl<P ~ T <P := -. ----= 88.301b 1 2 \ d 2 ) V1 = 167.181b V1<P = 238.821b Weight of Rack and 100% Top Shelf- W2 := ( 0.6-0.14· S0s)·((wd. N + W1)) = 225.721b Wz<P := ( 0.9-0.2· Sos)·((wd. N + W1)) = 342.141b Overturning Rack and 100% Top Shelf- Mz := Vtd' he+ Fl' htop = 518.84 ft·lb Seismic Rack and 100% of LL Tension u Shear- Force on Column Screws u Anchors: Tension Single - Shear Single- Tsmax:= max(Tl, Tz, O·lb) = 69.531b (vl Vz ~ Vsmax := ma\ 4, 4) = 41.791b Tension Double-T dmax := 2· Tsmax = 139.051b Shear Double-Vdmax := 2· Vsmax = 83.591b 1 ( Mz<P Wz<P ~ T2<P:= 2'\_d_-2 )= 38.001b V2<P = 106.541b T smax<P := max( T l<P, T 2<P, O·lb) = 88.30 lb (v1<P Vz<P ~ Vsmax<P := max\ 4, 4) = 59.7llb Tdmaxep:= 2·Tsmax<'p = 1771b Vdmaxep:= 2·Vsmax<'p = 119.4llb 8 ~E(.LIPSE ANTHROPOLOGIE 4/25/2016 ENGINEERING CARLSBAD,CA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN -A 1018 PLATE STEEL Tension (Uplift) Force T := 50-lb Yield Stress of Fyp := 36· ksi at Corner: Angle Steel: Thickness of Angle: ta := 0.075· in 14 ga Foot Plate Width of Angle Leg: ba := 1.25· in Length of Angle La:= 1.375· in Section: 2 Distance out to L:= 0.75·in Section Modulus ba·ta 3 Tension Force: of Angle Leg: S8 := --= 0.0012· in 6 Design Moment M:= T·L= 3.125ft·lb Bending Stress fb:=~=32·ksi on Angle: on Angle: Se Allowable Bending Fb := 0.90· Fyp = 32.4· ksi Ratio of fb MUST BE LESS THAN 1.00 Stress: Allowable Loads: - = 0.988 Fb Ultimate Tensile Fup := 65· ksi Gross Area of Age:= ba· ta = 0.0938· in2 Strength of Clip: the Clip: Effective Net Area of the Clip: Aee := Age-ta·(0.375· in) = 0.0656· in2 LimitingTensileStrengthofCiip: Temaxq,:= min (0.90·Fyp·Age),(0.75·Fup·A8e) = 3037.51b if(Tcmaxq, > Tsmaxq,, "Checks Okay", "No Good")= "Checks Okay" 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 for Bearing (ASD)-0 5 := 3.00 Specified Tensile Stress of Clip & Post, Respectively-Fu1 := 51ksi Diameter of Screw- 14 GA Clip Thickness- 14 GA Post Thickness - Nominal Bearing Strength- (AISI C-E4.3-3) Allowable Bearing Strength- tsl := 0.075in ts2 := 0.075in Single Screw -ASD (( 4.2·Fu2·Jdss·ts23 ll Pns:=minll 2.7·Ful·dss·tsl II ~ ~ 2. 7· Fu2· dss· ts2 ) ) Pns = 2199.791b Pns Pas:= - = 733.31b Os Ou := 2.35 Fu2 := 51ksi Double Screw-ASD Pnd := 2· Pns = 4399.61b Pnd Pad:=-= 1466.51b Os 9 ~ECLIPSE ANTHROPOLOGIE 4/25/2016 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 Tss(= 2271b T ssv: = 6561b Vss := 6001b Double Screw-ASD Tsdt:= 2·Tsst= 4541b Tsdv := 2· Tssv = 13121b 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 capacity. Ref Attached 'Scafco' Table for V & T Values BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HIL TI KB-TZ): Allowable Tension Force- Allowable Shear Force- Single Anchor-LRFD T as:= 1051·1b Double Anchor-LRFD Tad:= 1993·1b Ref Attached 'HIL Tl' PROF IS calcs for V & T Values DETERMIN.EALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Screw -ASD Double Screw-ASD Allowable Tension Force-T asl := min(Vss' Pas)= 600 lb Tas2:= min(Vsd' Pad)= 12001b Allowable Shear Force-Vasl:= Tssv = 6561b 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 114" dia. screw to fasten base to 14 GA shelf member. USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent)- USE 3/8"~ x 2" embed installed per the requirements of Hilti 5 (.:=- 3 Combined Loading (Tsmax<j> '{• + {Vsmax<j> )(, = 0.02 (Single Anchor)-\ Tas ) l Vas ) < 1.00 OKAY Combined Loading ~ flu _(Vsmax + 0.71· Tsmax) = 0.10 <1.00 OKAY (Single Screw)-'1.10·fl5 l Vasl · Tasl) ~ Tension Pullout Vsmax __ O.l8 (Single Screw)-T < l.OO OKAY sst '( \(, ( . \(, Combined Loading 1 Tdmax<j> 1 + Vdmax<j> 1 · = 0.03 (Double Anchor)-tl Tad ) l Vad ) < 1.00 OKAY Combined Loading (Double Screw)- flu _(Vdmax + 0.71· Tdmax) = 0.10 <1.00 OKAY 1.10·fl5 l Vas2 Tas2 ) Tension Pullout ·. Vdmax __ 0.·18 (DoubleScrew)-T <l.OOOKAY · sdt 10 ~ECLIPSE ANTHROPOLOGIE ENGINEERING CARLSBAD,CA STEEL ANTI-TIP CLIP AND ANTI-TIP TRACK DESIGN Tension (Uplift) Force on each side- Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) in 16 ga. steel (thinner than 14 ga. posts and clips)- T := 2· T dmax = 278.10 lb Zc:= 349·1b ~(T < 2·Zc, "(2) 1/4" Bolts are Adequate", "No Good")= "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti-tip device for connection of carriage to track Yield Stress of Angle Steel- Thickness of Anti-tip Head- Width of Anti-tip Rod+ Radius- Width of Anti-tip Head - Width of Anti-tip Flange - Tension Force per Flange leg- Bending Moment on Leg- Section Modulus of Leg- Bending Stress on Leg- Ratio of Allowable Loads- Width of Anti-Tip track- ba-br La:=-- 2 T1 := 0.5· T Tl' La Ml:=-2 fb --=0.47 0.75·Fy Thickness of Aluminum Track (average thickness)- Spacing of Bolts- Section Modulus of Track- Design Moment on Track- for continuous track section Bending Stress on Track - Allowable Stress of Aluminum- Ratio of Allowable Loads- Ratio of Allowable Loads (Single Anchor)- for continuous track section 2· T dmax<j> ---'-=0.34 Tas Fy := 36· ksi Ia := 0.090· in br := 0.25· in ba := 0.490· in La= 0.12· in T1 = 139.051b fb = 12.61· ksi MUST BE LESS THAN 1.0 L:= 5.1·in I(= 0.33· in S1b := 22.S. in S1 = 0.0926· in3 M = 65.18ft·lb fb = 8.45· ksi MUST BE LESS THAN 1.0 MUST BE LESS THAN 1.0 ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 4/25/2016 Rolf Armstrong, PE 11 4/20/2016 Design Maps Summary Report IIUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 200B) Site Coordinates 33.07145°N, 117 .26646°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/11/III t ' ! " Encinital ' ..... ' USGS-Provided Output S 5 = 1.091g sl = 0.421 g SMs= 1.160g SMl = 0.665 g S05 = 0.774 g S01 = 0.443 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. .... ~ ra VI MCER Response Spectrum 1.:20 l.OB 0.96 0.84 0.7::1 0.60 0.49 0.36 0.:24 0.1::1 0.00 +--t----1--+--+---t--t-----if---+--+--t 0.00 0.::10 0.40 0.60 0.80 1.00 L20 1.40 l.GO l.llO :2.00 Pe:riod, T ( se:c) .... O.Bll O.BO 0. 7:2 0.64 0.56 ~ 0.48 ~ 0.40 0.3::1 0.::14 O.H O.OB Design Response Spectrum 0.00 +--t----1--+--+--+--t----1--+--t----i 0.00 0.:20 0.40 O.GO O.BO 1.00 1.::10 1.40 l.GO l.llO ::1.00 Pe:riod, T ( se:c) For PGAM, TL, CR51 and CR 1 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://ehp1-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=33.071448&1ongitude=-117.26646&siteclass=3&riskcategory=O&e... 1/1 Consulting Engineers Thickness -Steel Components 18 27 020 30EQD 30 33EQS 33 43EQS 43 54 68 97 118 127 Steel Thickness Table 1 f~; \ ;~; ~~~ : r r 1 i> ' 0.0179 0.0269 0.0179 0.0223 0.0296 0.0280 0.0329 0.0380 0.0428 0.0538 0.0677 0.0966 0.1180 0.1270 0.0188 0.0283 0.0188 0.0235 0.0312 0.0295 0.0346 0.0400 0.0451 0.0566 0.0713 0.1017 0.1242 0.1337 0.0843 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 25 22 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. }_The tables in this catalog are calculated based on inside corner radii listed in this table. The inside corner radius is the maximum of 3/3<-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 43EQS 43 54 68 97 118 127 0.0400 0.0451 0.0566 0.0713 0.1017 0.1242 0.1337 57 33 50 50 50 50 50 65 45 65 65 65 65 65 639 601 1188 1562 1269 1550 1668 1106 864 1566 1972 1269 1550 1668 696 544 985 1241 -· -· 849 663 1202 1514 -· -· 1. Capacities based an 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 3/n" or Va" diameter E60 or E?O 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 1", equations E2.4·1 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 0.10" requires engineering judgement to determine leg of welds {W1 and W2). Allowable Screw Connection Capacity (lbs per screw) 18 27 020 30EQD 30 33EQS 33 43EQS 43 54 68 97 118 127 '\ c ~ 33 33 57 57 33 57 33 57 33 50 50 50 50 50 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 5100·07 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. = Out-of-plane lateral load = In-Plane lateral load = 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. Tens1on capaCity IS based on the lesser of pullout capaCity fn sheet closest to screw t1p, 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 I:IIS.I 09/22/2014 MLG 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 Bolt TZ -CS 3/8 {2) het,act = 2.000 in., hnom = 2.313 in. Carbon Steel ESR-1917 5/1/20131 5/1/2015 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 Profis Anchor 2.4.6 5/27/2014 ·iii 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) Tension load: yes (0.3.3.4.3 (b)) Shear load: yes (0.3.3.5.3 (a)) Geometry [in.] & Loading [lb, in.lb] ' z: ' cpo 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. I: II S ~ I 09/22/2014 Consulting Engineers www.hilti.us Company: Specifier: ECLIPSE ENGINEERING, INC. Page: Project: 2 MLG Profis Anchor 2.4.6 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 Pullout Strength Steel Strength Combined tension and shear loads 3 Warnings JlN 0.271 Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 300 1107 200 1466 Jlv /;; 0.136 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization J3N I J3v [%] Status 28/-OK -/14 OK Utilization JlN,v [%] Status 15 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 Eclipse Engineering, Inc. Consulting Engineers www.hilti.us 09/22/2014 I: II s •. MLG Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING, INC. Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 I 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 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. lx x ly x t = 3.000 in. x 6.500 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: Cfo 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. .............. -... 09/22/2014 1=11 ~5· Consulting Engineers www.hilti.us - -• • ---. -MLG 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 Proof Pullout Strength Tension Shear Concrete edge failure in direction x+ Loading JlN Combined tension and shear loads 0.140 3 Warnings o Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 150 1107 200 1966 f!v 1;, 0.102 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization JlN I f!v [%) 14/- -/11 Utilization 13N.v [%] 6 Status OK OK Status OK o 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. 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! PROF IS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. Consulting Engineers www.hilti.us 09/22/2014 I: II 5 •• MLG 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 1 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 Profis Anchor 2.4.6 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) Tension load: yes (0.3.3.4.3 {b)) Shear load: yes (0.3.3.5.3 (a)) Geometry [in.] & Loading [lb, in.lb] ' z: Input data and results must be checked for agreement with the existing conditions and for plausibility! 0 --~----- .--------B .. ' ' PROF IS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. Consulting Engineers www.hilti.us Company: Specifier: ECLIPSE ENGINEERING, INC. 09/22/2014 MLG Profis Anchor 2.4.6 Page: 2 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 Concrete Breakout Strength Pryout Strength Combined tension and shear loads 3 Warnings ~N 0.285 Please consider all details and hints/warnings given in the detailed report! Date: Design values [lb] Load Capacity 300 1051 200 1509 ~v I;; 0.133 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization ~N I ~v [%] Status 29/-OK -I 14 OK Utilization ~N.v [%] Status 16 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 Eclipse Engineering, Inc. Consulting Engineers www.hilti.us ... .......... -... 09/22/2014 I: II s •• MLG Profis Anchor 2.4.6 Company: ECLIPSE ENGINEERING Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: 541-389-9659 I 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 8/1/2012112/1/2013 design method ACI 318-11 I 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 Input data and results must be checked for agreement with the existing conditions and tor plausibility' PROF IS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. Consulting Engineers www.hilti.us Company: Specifier: ECLIPSE ENGINEERING Page: Project: 09/22/2014 ..... ... MLG Profis Anchor 2.4.6 2 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 Concrete 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 flv ~ 0.103 5/3 Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties 5/27/2014 Utilization fiN I flv [%] Status 16 I-OK -I 11 OK Utilization f!N.v [%] Status 7 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! PROF IS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5:l4>·(~ S.t3.tb- ~ _< t t t ,· ' " Kllj;J AANs Ls~u.c:o ' 1~ 12l~ __,_ e \, ,( r lc J Final Inspection required by: D Plan D CM&I 0 Fire 0 sw OtSSUED Approved Date BUILDING s-. \0. (b PLANNING R-2-rv ENGINEERING FIRE Expedite? y N uR...K._ DIGITAL FILES Required? y N HazMat APCD Health FormsjFees Sent Rec'd Ehcina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD: y N Land Use: Density: lmpArea: FY: Annex: PFF: y N Comments Date Date Date Building Planning Engineering Fire Need? 1 ocv. By D'-'{ c..e:; R,t-1\ Due? By y N y N y N y N y N y N y N l v N Factor: Date D Done DOone DOone DOone